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NBS TECHNICAL NOTE 1 1 00

Analysis of Tentative Seismic

Design Provisions for Buildings

U.S. DEPARTMENT OF COMMERCE/National Bureau of Standards

National Bureau of Standards

Library, E-01 Admin. BIdg.

OCT 6 1981

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iEP 1? 1979

Analysis of Tentative Seismic Design

Provisions for Buildings

James Robert Harris • Steven J. Fenves^

Richard N. Wright

'Center for Building Technology

National Engineering Laboratory

National Bureau of Standards

Washington, D.C. 20234

^University Professor

Department of Civil Engineering

Carnegie-Mellon University

Pittsburgh, PA 15213

Sponsored by:

National Science Foundation

Washington, D.C. 20550

*<"?eAU O* 'v^ uiL I l.^ U.S. DEPARTMENT OF COMMERCE, Juanita M. Kreps, Secretary

Jordan J. Baruch, Assistant Secretary for Science and Technology

NATIONAL BUREAU OF STANDARDS, Ernest Ambler, Director

Issued July 1979
National Bureau of Standards Technical Note 1100

Nat. Bur. Stand. (U.S.), Tech. Note 1 100, 599 pages (July 1979) CODEN: NBTNAE

U.S. GOVERNMENT PRINTING OFFICE

WASHINGTON: 1979

For sale by the Superintendent of Documents, U.S. Government Printing Office, Washington,

D.C. 20402 Stock No. 003-003-02084-2 Price $10.50

(Add 25 percent additional for other than U.S. mailing)
EXECUTIVE SUMMARY

The Tentative Provisions for the Development of Seismic Regulations for Buildings were prepared by the Applied Technology Council (ATC) for use in the development of standards and

regulations for the reduction of earthquake hazards for buildings to serve as a guide to designers. The Provisions are a significant advance over existing seismic provisions in

scope and content. It will be a challenging task to standards writers and regulators to abstract pertinent material from the Provisions for incorporation in the large number of

existing standards and regulations through which the Provisions will be implemented. It also will be a challenge to designers and builders to study and understand the seismic

design and construction concepts embodied in the Provisions and to incorporate these concepts in their design and construction practices.

The objective of this report and the analysis of the Provisions it contains is to assist

standards writers, designers, builders, regulators and all other users of the Provisions by

providing a formal representation of the logic of the provisions. The analysis is intended to serve as an aid in their understanding, further development, incorporation in existing standards and codes, and use in design and construction practices. The scope of the analysis

includes each of the 13 principal chapters of the Provisions ; it excludes the guidelines for

repair, the guidelines for emergency evaluation of damage, and the appendix on masonry construction. The analysis provides:

1. A listing of each of the over 1200 discrete items of data or individual provisions

referred to in the Provisions , with a cross-reference to the other data required

for its evaluation and to the other provisions that use its value.

2. A decision table for each of 340 provisions that displays the logic of the provisions unequivocally and that has been tested to identify any gaps, redundancy or contradictions in the logic.

3. Information networks for each chapter as well as the whole document that represent

the precedence relations between provisions. These networks are particularly useful

for following the flow of logic and assessing interdependency in a document new

to most users. The networks show that paths exist with as many as 51 provisions

in series sequency between input data and the final evaluation of compliance.

4. An index locating provisions by reference to the pertinent physical elements of the

building, building processes, and qualities required of these elements and processes

and several alternative arrangements of the provisions to make them more accessible

to various classes of users.

The analysis finds very few uncertainties in the logic of individual provisions. This

is of great credit to the ATC team that formulated the provisions from recent research

results and existing design standards. The analysis does reveal opportunities to improve the

provisions as their further development proceeds. The four major aspects of the analysis

listed above are presented in appendixes Al through A4 , respectively. The most significant

findings are discussed in a self-contained chapter of the report.

The techniques used in the analysis have been adapted and developed by the authors from

concepts of logic, taxonomy and computer science to provide technical aids for the formulation,

expression and use of standards. The techniques provide several objective measures on the

clarity, completeness, and consistency of standards. The formal representation provides

another perspective from which their correctness, or technical validity, may be viewed. The

report includes the introduction to the analytical techniques that is necessary for a good

understanding of the formal representation.
The authors interacted within the ATC team during the development of the provisions.

Because the analysis project started much later than the ATC project, there was not a full

trial of the efficacy of the analysis techniques as an interactive aid to standards-writing

groups. However, recommendations for effective cooperation are presented based on this initial

experience. It is expected that the analysis results and techniques will be helpful to groups

concerned with further development and use of the Provisions . The project also provides a valuable case study in the application of the analytical techniques to a standards generating

project, which is likely to be of benefit to similar projects in fields other than aseismic

design.

iv
CONTENTS

Page

Executive Summary Ill

Chapter 1 - Introduction 1

1.1 Objectives and Scope of Study 1 1.2 Background 1 1.3 Scope of Report 3 1.4 Uses of Report 3

Chapter 2 - Description of the Analysis and Representation 4

2.1 Overview 4 2.2 Data Items 5 2.3 Decision Tables 6 2.4 Information Network 9 2.5 Outline/Classified Index 11

Chapter 3 - Significant Findings 20

3.1 Clarity 20

3.2 Completeness 23

3.3 Consistency 24 3.4 Correctness 28

3.5 Relation to Existing Standards 28

Chapter 4 - Summary of Conclusions 30

4.1 Recommendations for Review and Revision of Provisions 30 4.2 Recommendations for the Planned Assessment 31 4.3 Conclusion of This Project 31

Appendix A - Data and Detailed Analysis 33

Al Data List 35 A2 Decision Tables and Functions 69

A3 Information Networks 439

A4 Index and Outlines 491

Appendix B - Use of the Technology for Analysis and Representation in the

Development of Standards 583

Bl Review of Project Activities 584

B2 Recommendations for the Conduct of Future Projects 590

References 592

SI Equivalents 594
ABSTRACT

This report presents the results of a thorough study of the Internal logic of the Tentative

Provisions for the Development of Seismic Regulations for Buildings developed by the

Applied Technology Council. The methods of analysis employed in the study provide objective measures of clarity, completeness, and consistency and an alternative form in which to examine the technical validity of the provisions. These methods include decision logic

tables for examining individual provisions, information networks for representing the

precedence among provisions, and classification of the provisions to study their scope

and arrangement. A formal representation of the provisions is presented by the data items,

decision tables, networks, and classification systems developed in the study. An index and

several alternate arrangements of the provisions are also included. Opportunities for

improvement of the tentative provisions are identified and discussed, and considerations

for their future development and implementation within various national standards are highlighted.

Keywords:

Buildings; building codes; building standards; classification; decision tables; earthquakeresistant design; information networks; network; seismic design; systems analysis.

vi
CHAPTER 1

INTRODUCTION

1.1 Objectives and Scope of Study

This publication constitutes the final report on the cooperative research project

between the National Bureau of Standards (NBS) and Carnegie-Mellon University (CMU) entitled

"Formulation and Expression of Seismic Design Provisions." The project had a three-fold

objective.

The first objective was to assist the Applied Technology Council (ATC) in the preparation

of its report, Tentative Provisions for the Development of Seismic Regulations for Buildings [1]^

(subsequently referred to as the Provisions ). This assistance was to consist of systematic

studies of successive drafts prepared during the development of the Provisions , in order to:

1) resolve possible discrepancies and inconsistencies;

2) investigate alternate arrangements which would make the document more readily usable;

and

3) insure that the basic premises of the development (namely: ease of adoption, ease

of updating, and consistency of provisions) are reflected in the document.

The activities undertaken to meet this objective are briefly described in section 1.2.2.

The second objective of the study was to augment the text of the published Provisions

by providing a formal, consistent documentation of the text, as well as a constructive critique of possible clarifications and improvements of the text. It was the expectation of the

investigators that this formal representation would be of assistance to a wide range of potential users of the Provisions , in particular to organizations intending to adopt all or selected

portions of the Provisions as legal building codes. Most of the material in this report is

intended to satisfy the second objective of the study.

The third objective was to provide alternate arrangements of the Provisions that would

make them more readily usable by several categories of users. The classification, index and

outlines contained in Appendix A4 of this report are presented to meet this objective.

It is recognized that the Provisions as issued are tentative in nature, and not intended

for immediate consideration for adoption by code writing bodies. It is believed that the

material presented in this report can be of major assistance in the assessment and implementation studies of the Provisions currently being planned. [2]

The study included chapters 1 through 13 of the Provisions . Chapter 12A, the appendix

on masonry construction, was omitted because it is treated as a reference document by the

remainder of the Provisions . Chapters 14 and 15 are guidelines that cover subjects beyond

the scope of normal building code provisions, and thus were also omitted from this study.

1.2 Background

1.2.1 The ATC-3 Project

The Provisions have been developed by the Applied Technology Council (ATC) under contract

with the National Bureau of Standards (NBS) with funding from the National Science Foundation

(NSF).

The Provisions represent the work of a multi-disciplinary team of some 80 persons from

industry, private practice, universities, and code regulatory agencies. The participants also

solicited and received comments from a wide range of professional, business, and industry

groups. While some parts of the Provisions are modeled after existing codes (such as those

of the Structural Engineers Association of California and the International Conference of

Building Officials) many of the parts are quite new, and are an order of magnitude more com- prehensive in depth and breadth than existing provisions for seismic resistant design.

*The numbers in brackets correspond to the sources cited in REFERENCES.

1
A partial listing of new concepts introduced is reproduced from the "INTRODUCTION" of

the Provisions :

"1. The incorporation of more realistic seismic ground motion intensities.

2. Consideration of the effects of distant earthquakes on long-period buildings.

3. Response modification coefficients (reduction factors) which are based on consideration of the inherent toughness, amount of damping when undergoing inelastic response,

and observed past performance of various types of framing systems.

4. Classification of building use-group categories into "Seismic Hazard Exposure Groups".

5. Seismic performance categories for buildings with design and analysis requirements

dependent on the seismicity index and building seismic hazard exposure group.

6. Simplified structural response coefficient formulas related to the fundamental period

of the seismic resisting system of the building.

7. Detailed seismic design requirements for architectural, electrical, and mechanical

systems and components.

8. Materials design and analysis based upon stresses approaching yield.

9. Guidelines for systematic abatement of seismic hazards in existing buildings.

10. Guidelines for assessment of earthquake damage, strengthening or repair of damaged

buildings, and potential seismic hazards in existing buildings."

The reader is referred to the INTRODUCTION of the Provisions for a discussion of the

philosophy and objectives of the ATC effort, new concepts introduced, and the organization of

the ATC project.

Of particular importance to the study reported herein was the early recognition that the

Provisions could not develop in an evolutionary fashion from existing codes. For this reason,

a Format Committee has been an integral part of the ATC effort, with the responsibility for

developing the major organizational format of the Provisions . One of the principal investigators (S. J, Fenves) was a member of the Format Committee, as well as of the Coordinating

Committee which compiled the January 1976 draft (ATC- 3-04),

1.2.2 The NBS-CMU Project

As the ATC project progressed, it became apparent that it was impractical to assign to the ATC Format Committee the task of resolving all possible sources of inconsistency, or to analyze and explore possible alternate organizational formats. Therefore, under a separate

grant from NSF, a cooperative project between NBS and CMU was initiated and charged with

assisting in the "Formulation and Expression" of the Provisions .

The NBS-CMU project team brought to this task a methodology developed over several years

and applied to a number of codes and design specifications. A general outline of the methodology is given in reference [3]. Aspects of the methodology pertinent to the use of this

report are introduced in chapter 2. The application of the methodology in this project is

described in detail in appendix B.

Briefly, the project consisted of two phases, corresponding to the objectives given in

Section 1.1. From May 1976 through August 1977, the project team reviewed successive drafts

of the Provisions , and provided feedback and suggestions to the ATC project. The most significant suggestions were compiled into three "Working Reports" [4], [5], [6] submitted to ATC.

In addition, informal comments and suggestions were provided directly to the ATC staff and

several of the Task Committees, particularly during the summer of 1977, when a number of

rapid response comments were transmitted to ATC during the preparation of the final version

of the Provisions .

The second phase began with the receipt of the pre-publication copy of the final version

of the Provisions (ATC-3-06). Starting with the several portions developed on the basis of earlier drafts, the formal representation presented in this report was developed and completed, and the project findings and suggestions compiled.
1.3 Scope of Report

Chapter 2 describes briefly the methodology followed in the analysis of the Provisions , and provides a guide for reading and interpreting the formal representation. Chapter 3 presents the significant findings concerning the clarity, completeness, consistency, and, to

a smaller extent, the technical validity of the published Provisions (ATC-3-06) discovered

in the process of preparing the formal representation of the Provisions . Chapter 4 contains

a summary of the conclusions, with recommendations for further use of the results of this

study.

Appendixes Al through A4 contain the formal representation with many detailed comments

about the provisions. Appendixes Bl and B2 elaborate further on the application of the

methodology for the analysis and representation in the development of standards.

1.4 Uses of Report

It is anticipated that this report can be of major assistance in the assessment of the

Provisions , further studies in the development, testing and improvement of model seismic design

and construction provisions based on the Provisions , and the eventual incorporation of the

resulting provisions into local codes, standards and manuals of practice.

Chapter 3, which can be read independently of the rest of the report, should be reviewed

by all groups assessing the Provisions , as it summarizes and documents a number of major

issues resulting from the analysis of the Provisions which should be addressed before the

Provisions can be considered ready for adoption by code-writing bodies.

The understanding of the data presented in appendixes Al through A4 requires the reading

of Chapter 2. The formal representation of the Provisions , consisting of data lists, decision

tables, information networks and classification schemes, can be used in at least the following

contexts:

" as a means of gaining better understanding of the intent and content of the

Provisions , both at the detailed level of individual provisions documented by the

decision tables and at the global level of interrelated provisions displayed by the

information networks, classification schemes, and alternate arrangements.

° as a means of detecting areas of problems, again both at the detailed level (notably

through the comments on the decision tables in appendix A2) and at the global level,

by tracing the ramifications of provisions through the network;

° as a guide for assessment and future modifications, in greater detail than given in

Chapter 3; and

° as a case study of the application of the methodology for the analysis and representation of standards discussed in appendix B.
CHAPTER 2

DESCRIPTION OF THE ANALYSIS AND REPRESENTATION

This chapter presents a brief overview of the methodology used for the analysis and

representation of the Provisions . The primary emphasis of the chapter is to provide sufficient understanding for use of the remainder of the report, particularly the results presented in appendixes Al through A4. A more complete discussion of the application of the

methodology to the analysis of the Provisions is given in appendix B. A more detailed

explanation of the basic concepts of the methodology can be found in references [3] and [7]

2.1 Overview

The Provisions , as implied in its title, consists of a set of individual provisions.

Each provision has the function of assigning a value to a data item (or datum for short).

Thus, the (partial) provision from section 4.2 of the Provisions : "... the seismic coefficient Cg shall be determined in accordance with the

formula:

1.2A„S

C. = %r (4-2)-

RT^

^ n2/3

clearly specifies a procedure for assigning a (numerical) value to the datum "Seismic

coefficient, C ".

The (partial) provision from section 1.4.4:

"No new building . . . assigned to Category D shall be sited where there is the

potential for an active fault to cause rupture of the ground surface at the

building.

can be viewed as assigning a (boolean) value of "satisfied" or "violated" to the datum

"Category D site limitation".

Individual provisions are, of course, interrelated. This interrelationship can be

made explicit by defining the ingredients of each datum, that is, the list of all data

items that may be necessary to evaluate it. Thus, in the examples above, the ingredients

of C are A^, S, R and T, while the ingredients of "Category D site limitation" are the

data items "Seismic Performance Category" (which may have values of: "A", "B", "C" or

"D") and "Potential exists for ground rupture from active fault" (with possible values

of "true" or "false").

A set of provisions can be analyzed to determine if they are clear, complete, con- sistent and, to some extent, correct. The analysis is conducted at several levels of

detail. The primary benefit of the analysis is that it raises questions when points

are detected that might indicate loss of clarity, completeness, etc. The technique does

not provide corrective answers, for that generally involves actual change in the wording

of the provisions. The results of the analysis can be displayed in a number of formats,

depending on subsequent use.

Four principal tools were used in the analysis of the Provisions :

1) Data items are defined for every variable in the provisions. The list of

data items is typically considerably longer than the conventional list of

definitions and symbols, as it also includes boolean variables such as "potential exists for ground rupture from active fault". In addition to providing

an explicit referencing scheme, the list of data items is useful for analysis

purposes, as it uncovers possible ambiguities, such as using two (or more) names for the same datum, or using the same, or similar, names for different

data items.
2) Decision tables are used to represent the meaning of individual provisions. A decision table is simply an orderly presentation of the reasoning leading to the

assignment of a value to a datum. It is easily analyzed to assure that the reasoning

process will lead to a unique result and that no possibility exists for encountering

a situation not defined. Decision tables present an overall analysis of situations

involving parallel thought processes, whereas the written text, and, to some extent,

flow charts, both describe a sequential thought pattern.

3) Information networks are used to represent the precedence relations among the provisions. Each datum occupies one node in the network. The nodes are connected to their ingredient nodes by branches that represent the flow of information through a set of provisions.

4) The outline/classified index is used to represent the arrangement and scope of the

provisions. The subset of the overall set of provisions which contains the likely

points of entry by users is selected as a set of basic provisions. Each of these

basic provisions is then classified using key words that define the scope of the

provisions. The classifiers allow outlines and indexes to be constructed, and the

basic provisions are entered at the appropriate points (thus, this tool involves

synthesis as well as analysis). Several different arrangements of the basic provisions can be generated, allowing selection of the best arrangement for any given

use.

Examples of the use of each of these tools in the analysis of the Provisions are presented in the following sections.

2.2 Data Items

A datum is a precise identification of a variable occurring in the provisions. The

total set of data items, plus the relations between them, are intended to contain all the

substantive information in the provisions. However, there is considerable leeway in defining

data items. In this study, the general philosophy followed was to define as data items only

those variables representing values that were explicitly needed to evaluate other data items

or to judge compliance with the provisions. Thus, the data items in this study do not capture

100 percent of the subtleties of meaning carried in the textual expression of the provisions.

It is convenient to designate data items by several categories:

1) by the type of value it carries, e.g., numeric, boolean (with possible values of "true" or "false", or, equivalently, "satisfied" or "violated") or multi-valued

(e.g., "Seismic performance category");

2) by position in the data hierarchy or information network. The most important

distinctions are basic or input data items (i.e., data items with no ingredients),

derived data items (i.e., data items with at least one ingredient), and terminal

data items (i.e., data items with no dependents);

3) by classification category, namely whether the data item belongs to one of the

classification categories used for indexing and outlining, such as physical entity,

process or environment.

The primary function of the data lists is to provide an explicit referencing scheme for

the data items. In this study, the following coding scheme was used:

1) each data item was assigned a unique numeric label, or data number , of the form

nnmkk where:

nn is the chapter number in the Provisions (1 through 13) where the data

item occurs (in the common case of multiple occurrence, the location of

best definition is used)

m is the major section number (with the exception of sections 5.10 and 5.11

of the Provisions, where m = 9 is used)
kk is an arbitrary number to distinguish the different data items within the

section (it normally reflects the sequence of occurrence within the section);

2) derived data items were assigned a mnemonic data label of six or fewer characters

(see section 2.3.2 for a further discussion of the coding system used in these

labels); and

3) each data item was assigned a textual data description.

Thus, for example, the data items appearing in the second example presented earlier are identified in the Data List of appendix Al as:

Number Label Description

1493 CDSLR

1490 SPC 1230

1496

Category D site limitation requirement

Seismic performance category

Building stage

Potential exists for ground rupture from active fault

Note that the datum "Building stage" is a boolean datum with possible values of "new" or "existing".

All of the data items in appendix Al that have data labels are derived data items, that

is, they each have one or more ingredients that were identified in this study. The way in

which the ingredients are used to evaluate the derived data items is shown in the decision

tables in appendix A2. The use of decision tables is discussed in the following section.

2.3 Decision Tables

2.3.1 Reading Decision Tables

A decision table is a tabular arrangement of conditions, actions, and rules. A condition

is a logical statement that must have one of only two values: true or false. An action is

any operation; in the context of this study it is the assignment of a value to a datum. A

rule is a statement that prescribes a set of condition values in order that a specified set

of actions can be performed. Thus, the second example introduced in section 2.1 is shown in

decision table form as follows:

Rule 1 Rule 2 Rule 3 Rule 4

Condition 1 Seismic performance category = D * Y

*

Condition 2 Potential for ground rupture from * Y N Y N active fault = true * **************************************

* Action 1 Category

requirement

D site

= limitation

satisfied

** XXX

Action 2 Category D site limitation

requirement = violated

* X

*

*

The table is read rule by rule. Rule 1 reads: H^ Seismic Performance Category is D and

potential for ground rupture from active fault exists then Category D Site Limitation Requirement is violated; the other rules can be read similarly.
The actual format of decision tables presented in appendix A2 is shown in connection with

the full Site limitation provision reproduced below (underlined words omitted in introductory

example)

"1.4.4 SITE LIMITATION FOR SEISMIC DESIGN PERFORMANCE CATEGORY D

No new building or existing building which is, because of change in use , assigned to Category D shall be sited where there is the potential for an active

fault to cause rupture of the ground surface at the building."

The corresponding decision table shown in appendix A2 is shown in table 2.1, below:

Table 2.1 Display of Typical Decision Table

DATUM : Category D site limitation requirement

SECTION: 1.4.4 LABEL: CDSLR NUMBER: 1493

INGREDIENTS

Datum Label Number

Seismic performance category

Building stage

Proposed work on existing building

Seismic performance category before proposed work

Potential exists for ground rupture from active fault

SPC

YSPCB

1490

1230

1240

1264

1496

DECISION TABLE 1 2 3 4 E

1 Seismic performance category = D

2 Building stage = new

3 Proposed work on existing building = change of use and

Seismic performance category before proposed work ^ D

4 Potential exists for ground rupture from active fault = true

N Y Y Y

. Y

- N

. - Y N

. N N . *********************************************

*

1 CDSLR = satisfied * X X X X

2 CDSLR = violated * X

*

Note: - means false predetermined by another condition value in that rule means either true or false is acceptable for the condition in that rule

(usually referred to as immaterial ). E means ELSE; this rule applies if none of the preceding rules apply + is also used in many decision tables; it means true predetermined by another

condition value in that rule
2.3.2 Functions

Not all provisions depend upon conditions for their evaluation, although the majority in

this study do. A provision which does not require the evaluation of any conditions (i.e.,

a "degenerate" decision table with only one rule and one action) is called a function. The

partial provision for Cg introduced earlier is an example of a function; however, the full

provision for Cg requires a decision table because the use of formula 4-2 is conditional.

That decision table is shown in appendix A2, the data number is 4210.

Sometimes the Provisions specify a set of ingredients for a datum, but do not specify

precisely how they are to be used in evaluation. The following excerpt from section 4.2

of the Provisions illustrates this type of relation:

"4.2.2 PERIOD DETERMINATION

The fundamental period of the building, T, (used) in Formula 4-2 may be

determined based on the properties of the seismic resisting system in the

direction being analyzed and the use of established methods of mechanics

assuming the base of the building to be fixed ..."

In this instance the datum "Calculated fundamental period" (number 4250) is said to be an indefinite function of the following ingredients:

4251 Period calculated using established methods

4252 Properties of SRS in direction being analyzed

4253 Building assumed to be fixed at base

There are also instances in which the Provisions seem to indicate a precedential relation between data items, but the analyst must make some assumption as to just what the

relation is. Sometimes the assumption is so strongly implied that the ingredience relation

can be treated just as the indefinite function described previously. However, the implication may be weak or nonexistent. Such instances have been called assumed functions in

this study. Two examples illustrate the typical characteristics of such provisions.

The first is a sentence from section 7.2,1 of the Provisions :

"The strength of foundation components shall not be less than that required for

forces acting without seismic forces."

It was assumed that the forces acting without seismic forces should include all other forces

that are included in the Provisions . Thus the data item, "Required strength without seismic

load" (number 7220) is said to be an assumed function of the ingredients:

3707 YQD Dead load effect

3708 YQL Live load effect

3710 YQS Snow load effect

The second example is from section 1.2 of the Provisions :

"These provisions establish requirements for strengthening of existing buildings

where alterations reducing the seismic force resistance are made. . . "

Among the data items identified in this provision are: "Seismic force resistance before

proposed activity" and "Seismic force resistance after proposed activity," (numbers 1250

and 1260). It was assumed that these resistances should be determined according to the provisions of the remaining chapters, however, no data items could be identified as specific

ingredients. In this instance the data list shows a data label for both, indicating that

they must be derived data items, but no ingredients are shown.

The data labels are coded to distinguish decision tables, functions, indefinite functions, and assumed functions as follows:
1) all labels beginning with the letter "X" indicate definite functions,

2) all labels beginning with "Y" indicate indefinite functions,

3) all labels beginning with "Z" indicate assumed functions,

4) all other labels indicate decision tables.

It is important to note that actions of decision tables are functions, and that some actions are indefinite or assumed. No coding exists for decision tables with such actions,

but the assumptions made in preparing each decision table are noted below the decision table.

2.3.3 Decision Trees

Decision tables may be analyzed to provide some explicit checks on clarity and completeness by verifying that no two rules could be matched simultaneously and that all possible

rules are included. The easiest and most reliable way to do this is by decomposing the

decision table into a decision tree. The analysis is easily performed with a computer. [8],

[9] Figure 2.1 shows the decision tree taken from the decision table shown earlier for

the complete "Category D site limitation requirement" in two formats. First is a conventional

graphic representation of a tree with tests of boolean conditions at all branching nodes and

the associated rules at each terminal node. Second is a computer generated representation of

the same tree with "Ci" indicating a test of the ith condition, "Rj" indicating the jth rule,

"+" a branch following a true result for the previous condition, "-" a branch following a false result for the previous condition, and "ELSE" indicating a rule not found in the

original table.

None of the decision tables shown in appendix A2 have rules that may be matched simultaneously. Such rules are either redundant (they have the same action) or contradictory

(they have different actions) and always indicate ambiguity in the text or a fault in the

construction of the decision table. The Provisions were interpreted so that all decision

tables would be unambiguous. Comments included below the decision tables indicate these

points for which the interpretation required to produce this result was not straightforward.

About three-fourths of the decision tables in appendix A2 are shown with an ELSE rule. For the overwhelming majority of these decision tables the ELSE rule clearly leads to one

of the actions. Usually that action is to mark a provision as "violated" (e.g., the decision

table for "Category D site limitation requirement"). In some instances, however, the ELSE

rule represents possibly important omissions in the Provisions ; these instances are always

discussed in the comments in appendix A2. Note that a single ELSE rule in a decision table

may represent more than one ELSE rule in a decision tree (for example, see figure 2.1).

Those tables shown without the rule labeled "E" are complete; no other possible combination

of condition values exist.

2.4 Information Network

The individual provisions, and their corresponding decision tables and functions, are interrelated by the fact that the ingredients of any one provision may themselves be the

outputs or results of other provisions. In appendix A2 , the direct ingredients of each

derived datum are shown above the decision table or function, as illustrated previously for

the "Category D site limitation requirement."

To provide a more global view, the information network represents graphically the flow

of information through the decision points in a set of provisions. The entire network can

be assembled once each of the nodes and their direct ingredients are known. The assembly

is easily performed with a computer program. [7], [8] The complete information network can

then be used for three general operations:

1) to determine the dependents of a data item

2) to trace the global ingredience of a particular node (that is, all the nodes that

have any possible influence on the node in question) and

3) to trace the global dependence of a particular node, (that is, all the nodes

that might be influenced by the node in question).
*Category = D Building = existing

change of use to category D Potential exists for

ground rupture

•" not satisfied

*Category = D Building = New

Potential exists

for ground rupture

.'• not satisfied

a) Conventional Format

CI + + C2 + + C4 + ELSE

- - - R2

C3+ + C4 + ELSE

- - - R3

- - - R4

- - - Rl

b) Computer Representation

Figure 2.1 Decision Trees

10
These operations are useful to those actually designing with a set of provisions (particularly

when using automatic data processing equipment) because they provide all the necessary crossreferences. They are also useful in the development of a set of provisions; the global

ingredience, in particular, can be used to guide the ordering and written expression of provisions. The network can also be used to detect loops in the precedence (corresponding to circular definitions) and detached (unreferenced) sets of provisions. Examination of how

a datum is used in the evaluation of its dependents is a good check on consistency.

A graphical representation of a segment of the information network for sections 3.4 and

3.5 of the Provisions is shown in figure 2.2. These sections contain the provisions for the

required level of seismic load analysis. For larger networks, it is more compact and convenient to display the information network in tabular form, using indentations to represent the

levels of the nodes, i.e., their "distance" from the top node along the path through the

decision points. This representation requires the use of a spanning tree of the network.

The spanning tree is constructed by omitting from the graph all but one of the dependence

branches originating from any one node. The omitted branches become cross-references to ingredients previously encountered along the spanning tree. The spanning tree and the tabular representation of the same segment of the Provisions , in the format used in appendix A3, are also shown in figure 2.3. The conventions used in the tabular format are as follows:

1) a minus sign before a datum number means that the datum has been defined previously;

2) an asterisk after a datum number means that the entire subnetwork of ingredients

of the datum has been defined previously, and is not repeated. To locate the subnetwork, simply proceed up the network at the same level to find the original occurrence of the node and the complete subnetwork of ingredients.

The correspondence between the dashed branches in figure 2.3 a) and the - and * symbols

in the tabular format of figure 2.3 b) should be noted.

The levels calculated for use in printing the global ingredience network represent the

number of steps along the longest path from that node to the level of the terminal node and

is called output level . It is also possible to print the global dependence network using

the similar input level . Both these levels and the dependents of each data item are shown

in the data list of appendix Al. In addition, a quantity called float is shown. Float for any node is the difference between the longest path from input to output through that node

(the sum of the two levels) and the longest such path in the entire network. It is simply

a measure of the depth of the chain of precedence involving a given node as contrasted

to the depth of the entire network.

Appendix A3 contains one network for each of the chapters of the Provisions studied

except chapter 2. Chapter 2 of the Provisions contains no precedence, only input data

items. The appendix also contains a merged network for all of the chapters. To conserve

space, this total network shows only derived data items. In the individual chapter networks,

references to ingredients in other chapters are treated as input data items, even if they are really derived data items in their own chapter. These references are marked as follows:

1) the first character of the data description is "%", and

2) if the datum is actually a derived datum, the second character of the data

description is "*".

2.5 Outline/Classified Index

The classification of provisions in a systematic fashion offers considerable insight

into the overall organization of provisions for better access and retrieval. Appendix A4

contains a classification of all the decision tables and definite functions identified

in this study (that is, all derived data items except indefinite and assumed functions).

These provisions are treated in two groups in the appendix: requirements and other derived

data items (herein referred to as determinations). Requirements are those data items which

may take the value of "satisfied" or "violated". They may be identified by examining the

action stub of the decision table (or generally speaking, by the title of the datum, since

nearly all requirements include the word requirement in the data description). Earlier

in this chapter, two provisions were introduced as examples of data items, one for the

11
Seismic

performance

category

Required

seismic

analysis

( Diaphragm

>-N.

V uniformity

Lce ) ^^ ^ Re-entrant

' /"'"^Plan ^"^Y^-

_—\^^ corners

l conf Iguratlony

^"y^^ Geometric

t configuration

\^ f

Center

^^A. of mass

Build Ing^"^^^""""^

-^^^^^

f Center of

conf Igurat iony^

/'^Vertical ^^'^'^

( r nn f i giira 1 1 on J

V stiffness

/^ Vertical

\^ geometry

( Horizontal

^3s. setbacks .

' 1^ Story

V weight

Story

stiffness

Figure 2.2 Conventional Precedence Network

12
Plan

configuration

Required

seismic

analysis^

Building

configuration

Vertical

configuration

Diaphragm

uniformity

Re-entrant

corners

Geometric

configuration

Center

of mass

Center of

stiffness

Vertical

geometry

Horizontal

setbacks

Story

weight

Story

stiffness

a) Conventional network with dashed branches omitted to form spanning tree

3530 Required seismic load analysis

,1490

.3405

Seismic performance category

Building configuration

,3410 Plan Configuration

:....3445 Any diaphragm has significant changes in strength or stiffness

:....3435 Building has re-entrant corners with significant dimensions

:....3420 Geometric configuration of building

:....3425 Location of center of mass

:....3430 Location of center of stiffness

,3415 Vertical configuration

:....3450 Geometric configuration of building with respect to vertical axis

:....3455 Building has horizontal setbacks with significant dimensions

: 4340 Total weight at story X :....3465 Story stiffness

-3420 Geometric configuration of building

-3425 Location of center of mass

-3430 Location of center of stiffness

-3410* Plan configuration

-3415* Vertical configuration

b) Computer representation (datum numbers correspond to appendix A)

Figure 2.3 Information Network

13
seismic coefficient, Cg, and a second for a limitation on the sites for seismic performance

category D buildings. The provision for the "Category D site limitation" is a requirement,

whereas the provision for Cg is not a requirement, but determines a numerical value, C , the seismic coefficient.

Requirements are classified according to a model in which the subject of an equivalent

"basic" requirement names a physical entity or a process and the predicate specifies a quality required of that subject. [11, 12] Thus the following provision from section 1.6.4

of the Provisions (datum 1655), illustrates a requirement dealing with a process:

"Each Special Inspector shall furnish to the Regulatory Agency, the owner, the persons

preparing the Quality Assurance Plan, and the contractor copies of regular weekly

progress reports of his observations noting thereon any uncorrected deficiencies and

corrections of previously reported deficiencies."

It can be classified by the process implied by "Special Inspector" and "observations", which

could be called INSPECTION, and by the quality implied by "regular weekly progress reports,"

which could be called DOCUMENTATION. Similarly, the following (partial) provision from

section 3.1 of the Provisions (part of datum 3120), illustrates a requirement dealing with

a physical entity:

"... and the connections shall develop the strength of the connected members or the

forces indicated above."

It can be classified by the named object, CONNECTION, and the quality implied by the phrase,

"develop the strength ... or the forces," which could be called STRENGTH REQUIRED. All

of the processes referred to in the requirements of the Provisions are related to buildings

or parts of buildings, and thus each requirement that has a process as its subject can also

be classified by a physical entity.

The performance approach to design makes another basic category useful for classification of requirements, that of performance limit states. A limit state can be defined briefly

as a mode (or degree) of behavior that renders a structure incapable of providing one or more

of its intended performance attributes. For various reasons not all requirements in the

Provisions can be related to a limit state. One which can be so related quite easily is the

aforementioned "Category D site limitation" (datum 1493); the limit state could be called

GROUND RUPTURE. Another example is the following provision from section 3.8 of the Provisions

(datum 3810),

"All portions of a building shall be designed and constructed to act as an integral

unit in resisting seismic forces unless separated structurally by a distance sufficient to avoid damaging contact under total deflection, 6^ (as determined in Sec. 4.6.1), or modified deflection 6^ (as determined in Sec. 6.2.3), corresponding

to the seismic design forces."

which can be classified by a limit state called COLLISION.

There is no model for the classification of determinations comparable to the simple

model for classifying requirements. [12] Such provisions often may be appropriately classed

by the classifiers used for the requirements for which they serve as ingredients (for

example, by the physical entity or process to which the value pertains, or by the required

quality or limit state for which the value may be used as a measure). The technique

adopted in this study was to class each determination according to the process in which

it would normally be derived and used and by any other particularly meaningful classifiers.

In addition, another category for the type of derived measures was added to the classification. Thus the seismic coefficient, C , discussed previously, can be classified by the

process EQUIVALENT LATERAL FORCE ANALYSIS and by a type of derived measure, which could

be called a STRUCTURAL RESPONSE MEASURE.

The models described [11, 12] for classifying provisions have been followed to assure

that the classifiers selected for that provision are relevant to it. The vocabulary of

words used for the classification has been tailored to be meaningful to the anticipated

14
audience for the Provisions . However, use of classifiers that are relevant and meaningful

does not assure a useful classification without further considerations. In this study

the classical logical principles of classification have been followed wherever possible.

That is, where a set of classifiers exists at one level, a provision must be classed by one and only one of the classifiers in the set. These principles have also been referred

to as collective exhaustion and mutual exclusion. [3] Other considerations that have been

followed in this study are that multi-level classifications be graded so that the scope

varies regularly from one level to another, that the order of classifiers in a set at one level be in a progression that is relevant and meaningful, and that the breadth and depth

of the classification should not be so large as to be unwieldy in a conceptual sense. [12]

Many of these considerations are Illustrated in the three level classification of the

building process of design:

I II III

Stages of Design Methods of Seismic

Activity Stages of Analysis Load Analysis

Site/soil Investigation Seismic Load Analysis Equivalent Lateral Force Conceptual Design Member Force Analysis Modal

Analysis Soil Structure Interaction

Detailed Design

Each of the levels is collectively exhaustive In the following sense: any provision classed

as design can be classed as at least one of four stages in level I; any provision classed as analysis can be classed as at least one of the two stages In level II; and similarly for

level III. The levels are mutually exclusive in that no provision is classed by more than

one classifier at any level. Should more than one classifier from a set be appropriate

for the provision, the provision is classed by the "parent" of the classifiers. Thus a provision that pertains to both the equivalent lateral force and the modal methods of analysis is classed as SEISMIC LOAD ANALYSIS. The combination of the logical principles

and the property of a uniform gradation of scope across the levels means that a multi-level

classification has a tree-like structure, which can be conveniently represented as an indented outline thus:

Design

Site/soil Investigation

Conceptual Design

Analysis

Seismic Load Analysis

Equivalent Lateral Force Modal

Soil structure Interaction

Member Force Analysis

Detailed Design

The progressive ordering of classifiers within a level is demonstrated in the first two levels by a correlation with time. That is, the second activity normally follows the

first, and so on. At the third level, the three methods of analysis are ordered, roughly

speaking, according to increasing sophistication of the mathematical modeling.

The preceding example does not illustrate any consideration of unwieldy breadth or depth because it is conveniently small. The classification of the Provisions according

to physical entity contained in appendix A4 is much larger and Illustrates the use of

another practice to control the breadth and depth. The full tree-like structure of the

physical entity classification is not developed. Rather, many tree-like structures of

a manageable size are shown, with Indications of how they might be combined into a large

tree. This concept can be illustrated by considering the previously described three

level, tree-like classification for design to be three separate trees in which the "root"

of each tree might be the title of the level given previously. These roots are then identified as "transparent" classifiers, which means that they serve only to indicate that their

15
tree would normally be attached to some other classifier and that they would not normally

be used by themselves for classing a provision. The classifiers to which the transparent

classifier might be attached may be discerned from the name of the transparent classifier.

Thus the transparent classifier METHODS OF SEISMIC LOAD ANALYSIS would be attached to the

classifier SEISMIC LOAD ANALYSIS. The transparent classifiers in appendix A4 frequently

may be attached to more than one other classifier.

The construction of a classification system and the subsequent classing of requirements

and determinations is not a once-through operation. Several cycles of classification, analysis, and modification are required. The elementary analytical checks used in this study are concerned with logical principles, primarily completeness. First, each requirement must

be classed as a physical entity and as a required quality to satisfy the basic model. These

two categories are said to be exhaustive for the requirements. Also, for this study it is

appropriate that each determination be classed as a building process and as a type of derived

measure. Second, each classifier that is at an extreme level from a root (that is, no classifiers exist which subdivide its scope) must be used to classify at least one provision.

This "scope" analysis can be carried to another level of detail, that of testing the

existence of a requirement for every potential combination of physical entity and required

quality classifiers. This type of analysis is particularly appropriate for the a priori

analysis of a new set of provisions, but was not rigorously performed in this post-facto

analysis of the Provisions . An a priori analysis would not normally include as large a set

of classifiers as those contained in appendix A4.

Although the classification of the Provisions is quite useful for an analysis of scope

at various levels, it is probably more useful as an aid in accessing particular provisions.

Two principal types of aids for access are contained in appendix A4: index and outline.

An index is simply an alphabetical ordering of the classifiers with the provisions listed

for each classifier. Each provision appears in the index beneath each of the classifiers

it is associated with (as many as ten times for some provisions, at least two times for all

provisions). An outline is a unique ordering of the provisions in which a provision generally appears only once. Note that the number of levels of indentation in the outlines

of appendix A4 could be reduced considerably should one desire to do so, because each heading in those outlines is limited to a single classifier whereas headings in conventional

outlines frequently contain the equivalent of two or more classifiers. An example of such

condensation is included in appendix A4 as table A4.18.

An index is used in a different fashion than an outline. It can be considered a "multiple point of access" tool for locating a provision, whereas an outline is a "single

point" tool. For this reason, some of the previously described rules for classification

may be deliberately ignored for the purpose of producing a more general index. For example,

the provision requiring weekly reports by the special inspector, which was classed as INSPECTION and DOCUMENTATION, could also be classed as QUALITY ASSURANCE for the purpose

of indexing even though QUALITY ASSURANCE would be implied in a strict sense because it is

the "parent" of INSPECTION. Likewise a provision applying to both the equivalent lateral

force and the modal methods of analysis would strictly be classed as SEISMIC LOAD ANALYSIS,

but it could also be classed as both EQUIVALENT LATERAL FORCE and MODAL for the purpose of

indexing. Thus the basic classification of a provision is frequently expanded for use

in indexing.

In contrast, the basic classification is frequently reduced for the purpose of outlining.

In the extreme, all provisions can be outlined according to a single tree of classifiers if

that tree is exhaustive over the provisions. In this study no tree is exhaustive in this sense. However, several trees are exhaustive when considering either requirements or determinations alone, and outlines so generated are contained in appendix A4. In the more general

case, outlines are generated by appending trees of classifiers from different basic categories

on to one another. As an illustration, consider the provisions of section 1.6 of the Provisions. There are 13 requirements and five determinations, all of which are classified by the

process QUALITY ASSURANCE, or one of its subactivities PLANNING, INSPECTION, and TESTING,

and by the required quality SOCIAL QUALITY (a general classifier that is used to separate

16
those required qualities pertaining to processes from those pertaining to physical entities,

which are grouped under the general classifier PHYSICAL QUALITIES) or one of the appropriate

types of social qualities, EXISTENCE OF PROCESS, TECHNIQUE, or DOCUMENTATION.

The two small tress of classifiers from the different categories are as follows:

QUALITY ASSURANCE SOCIAL QUALITY

Planning Existence of Process

Inspection Method

Testing Technique

Principles and Assumptions

Documentation

There are two ways of combining these two trees into outlines, and the results are shown in

tables 2.2 and 2.3 (the negative datum number is used to signify that the provision is a determination, not a requirement). The string of classifiers at the top of each outline

BUILDING, PROPOSED (NEW), REQUIRED QUALITIES, BUILDING PROCESSES, QUALITY ASSURANCE, and

SOCIAL QUALITIES—have no bearing on the arrangement of classifiers. They serve only to place this set of provisions in the overall context of the Provisions , and they might be

considered the family tree of this set of provisions. The difference between the two outlines is due entirely to the order of appending the two trees into one. A comparison

of the two outlines shows that the second is somewhat redundant in that four of the provisions are outlined three times each. This is one simple measure of quality, and on that

basis the first outline is preferred over the second. Other measures of quality exist [12],

but are not of great consequence in this study.

No strongly preferred arrangement for the Provisions is presented in appendix A4,

because it is recognized that different arrangements suit particular individuals or particular purposes. In addition, a more thorough study of arrangement would be desirable, but

such a study should include refinements in the decision tables of appendix A2 . Some of

those decision tables include more than one basic requirement, and this makes classification

for the purpose of rearrangement difficult. This problem was recognized late in the conduct

of this study and is the proper subject for a future study.

17
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CHAPTER 3

SIGNIFICANT FINDINGS

This chapter presents a digest of the results of the analysis of the Provisions along

with the observations arising from the study. As much as is possible, these findings are presented in a way not requiring knowledge of the analytical techniques used in this study

by the reader. None-the-less, the reader is urged to read chapter 2 and study the detailed

data and comments given in appendix A for a more complete understanding. Familiarity with

Chapter 2 is needed to appreciate the references made to specific locations in appendix A

for more complete explanations.

It should be noted that this chapter concentrates on flaws perceived in the Provisions . The intent is to provide constructive criticism for the improvement of the provisions. The

omission from this chapter of any discussion of what is good within the Provisions should

not be interpreted to mean that the problems overwhelm the Provisions . Indeed the contrary

is true; the authors consider the Provisions to be a most significant advance in the field

of earthquake resistant design.

This chapter is organized according to the four qualities of provisions that are addressed by the analytical techniques used: clarity, completeness, consistency, and correctness. These four qualities provide convenient categories for discussion of problems

with technical provisions, without regard to the particular analytical tool employed. One

additional section is added at the end of the chapter to discuss the relation of the Provisions to existing codes and standards for structural design.

3.1 Clarity

There are several points within the Provisions that are not clear. These ambiguities

occur at widely different levels of detail, from the specific wording of sentences to the

implications of format and arrangement. The problems discussed in this section were detected

in a generally objective fashion by the analytical techniques used in this study.

3.1.1 Circular Definition of the Response Modification Factor

Table 3-B defines the values of R, the response modification factor, and Cj, the

defection amplification factor. These factors are then used in chapters 4 and 5 to evaluate

the seismic force and its effects. A problem occurs, however, because table 3-B indicates

that the value of R and C^ for buildings using moment frames to resist seismic forces depends

on the strength of the frames as compared to the seismic forces (i.e., "Seismic force resistance is provided by Ordinary or Special Moment Frames capable of resisting the total prescribed forces"). The words "... capable of resisting . . ." can be interpreted to mean

that one should "provide" the resistance in the moment frame "before" one uses the value of R in the seismic load analysis. While many users of the Provisions will avoid this problem

(some consciously, others unconsciously), it is likely that some users will be confused by

it, because it effectively creates two complete loops (circular definitions). The first

involves chapters 3 and 4 thus: R depends on the total prescribed forces, which depend on

the seismic force, which, in turn, depends on R. The second involves chapters 3, 4, and 11,

because the strength of certain concrete components is given by chapter 11 in terms of the

level of seismic force. That loop goes thus: R depends on the strength of the moment frame,

which depends on the seismic force, which, in turn, depends on R.

A likely solution to this problem can be constructed by removing the strength requirements from table 3-B and placing them with other similar strength requirements in section

3.7. This has the effect of making the strength requirement a function of the values used

for R and Cj in the analysis of the seismic forces and effects. A more complete discussion

of this problem is found in the comments on the complete network, near the end of appendix A3.

20
3.1.2 Impact of Chapter 13, Systematic Abatement of Seismic Hazards in Existing Buildings

Section 1.3.4 makes the adoption of chapter 13 optional, and the preamble of chapter 13

provides the wording for amending chapter 1 if chapter 13 is adopted. There are, however,

two questions of cross-reference between chapters 1 and 13 that remain ambiguous:

1) Sections 1.3.2, 1.3.3, and 8.1 all refer to "modifications permitted by Section

13.3." It is not clear whether these references are contingent on the adoption of chapter 13 or not; if the latter is intended, then where would the modifications be given

if chapter 13 is not adopted?

2) It is not clear what modifications are intended to be covered in the above three

references to section 13.3. That section essentially defines a required new earthquake

capacity ratio for "... systems and components classified as potential seismic hazards

as a result of the evaluation made in accordance with section 13.2", and a maximum time

permitted for abatement.

Concerning the first, two plausible interpretations would be that: i) in case of alteration,

repair, or change of use of an existing building, a complete evaluation according to section

13.2 would have to be made, and all nonconforming systems and components upgraded; or ii) that

only the systems or components involved in the alteration or repair would have to conform.

The implicit reference to the time permitted, which is specified in section 13.3.2, appears

inappropriate when applied to alteration, repair, or change of use. Refer to the decision

tables for data items 1380, 1390, and 8001 for more detail concerning the first item and to the decision table for datum 13301 for the second item.

3.1.3 Application of the Quality Assurance Provisions

The applicability of section 1.6 is not clearly stated. Section 1.6.1 does make it

clear when a quality assurance plan is required. It must be assumed by the reader that the

intent is for all of section 1.6 to be applicable only if a quality assurance plan is

required. This small ambiguity becomes more significant because there are some portions of

sections 1.6.3 and 1.6.5 that are apparently applicable even when a quality assurance plan is not. Section 1.6.3(E) requires special testing and certification (section 1.6.5) of certain

mechanical and electrical equipment, depending on how that equipment is classified in

chapter 8 (i.e., "For . . . components requiring S or G performance ratings in chapter 8,

each component manufacturer shall test .... He shall submit a certificate of compliance . . ."). Components that require S or G performance rating will exist in buildings for

which no quality assurance plan is required, thus casting doubt on the applicability of the rest of section 1.6. If the intent is correctly interpreted here, then the further ambiguity

arises as to whether a special inspector should be hired and, if not, who fills the role of

the special inspector in examining the test certification. The decision tables for data

Items 1601, 1625, 1637, 1640, and 1644 contain more Information concerning these problems.

3.1.4 Application to Seismic Performance Category A

There is some ambiguity as to just what provisions should apply to a building belonging

to seismic performance category A. The ambiguity stems from the fact that all buildings are grouped into four categories with regard to seismic performance category (i.e.. A, B, C, and

D), whereas the provisions are grouped into five categories (A, B, C, D and undifferentiated). It is not clear that all the undifferentiated provisions apply to category A buildings,

and in fact, it is directly implied that some of them do not. For example, section 3.6.1

requires that category A buildings "... need only comply with the minimum seismic force

requirements of Sec. 3.7.5 and 3.7.6, and to the requirements of Sec. 3.7.7 and 7.3." This

implies rather strongly that sections 3.7.1 through 3.7.4 and 3.7.8 through 3.7.11 do not apply to category A, even though they are not specifically identified as pertaining to category B or higher. The full list of provisions with questionable applicability to category A buildings is contained in table A4.19 of appendix A4. The question of application

of many of the provisions is a slight matter, involving little additional design or con- struction costs. The question is significant for section 3.8, because the deformation

criteria would require an otherwise unnecessary seismic force analysis, and chapter 8, which

includes many requirements. Because seismic performance category A applies to a large

21
number of buildings, and because many of those buildings are in regions of the country where

seismic resistant design is not a familiar art, it is particularly important that all the

provisions pertaining to category A be clearly identified and that a clear path exist

through the entire Provisions for satisfying those provisions.

A related problem associated with category A is the strength criterion to be used.

Sections 3.7.5 through 3.7.7 specify minimum design forces for ties and anchorages, while

Section 3.6.1 references the material in chapters 9 through 12 for the determination of compo- nent strengths. These chapters reflect the design basis of the Provisions , namely, that the

deflection of the structure under the prescribed forces approaches "a point of significant

yield" (Ref. [1], page 335). It is not clear from either the text or the commentary of the

Provisions whether it is intended that category A building components resist the specified

minimum design forces be proportioned on the basis of conventional strength criteria (e.g.,

working stress values for steel) or the modified strength criteria applicable to categories B through D. It could be assumed that the former is intended, although it is not stated. The

decision table for datum 3120 is the point from which this problem can be tracked.

3.1.5 Duplicate Naming of the Same Item

There are several pairs of words or phrases used in the Provisions that probably mean

the same thing, yet simply because different words are used, confusion is introduced. A

few examples of this follow (underlining added for emphasis here):

1)

" seismic force resistance" in section 1.2 and " lateral force resistance" in

section 1.3.2;

2) "design earthquake forces" and " lateral forces," both in section 6.1, and

" seismic force" in section 6.2.2;

3) "story" and "level" throughout the Provisions ; and

4)

" web reinforcement" in section 11.6.1 and " lateral reinforcement" in section

11.7.1(B), both of which apply to flexural members.

In some instances it appears the reason for the difference is simply stylistic variation, in

other instances there may be a substantive difference that is unclear. In still other

instances the difference may be due to an attempt to maintain consistency with an external

reference document that suffers from the problem itself (item 4) is probably such an instance). Stylistic variation, even in the simple case of "earthquake" and "seismic", has no place in a document to be used as a standard or a code. Similar terms should be avoided

unless it is made clear precisely what they mean. There is a general pattern to the use of

"earthquake motions" and "seismic forces" in the Provisions , but since it is not explained

that the difference is significant nor is it followed completely consistently, some reader

may well be confused.

3.1.6 Functional Requirement for Seismic Hazard Exposure Group III

Sections 1.4.2(A) and 1.4.2(E) are quoted here, with underlining added for emphasis:

"(A) GROUP III. Seismic Hazard Exposure Group III shall be buildings having essential

facilities which are necessary for post-earthquake recovery. Essential facilities , and designated systems contain therein, shall have the capacity to function during

and immediately after an earthquake . Essential facilities are those which have been

so designated by the Cognizant Jurisdiction. Access to essential facilities shall

conform to the requirements of Sec. 1.4.2(E) .

(E) PROTECTED ACCESS. Buildings assigned to seismic Hazard Exposure Group III shall

be accessible during and after an earthquake ..."

Note the similarity between the first underlined sentence and the first sentence of subsection (E). It can be interpreted that both are requirements for the design of Group III buildings. Yet the first is stated only within the provisions defining what a Group III building is while the second stands alone with a heading to flag it conspicuously. If it

is intended that Group III buildings be designed to remain functional during an earthquake,

then such an important requirement should be highlighted. If that is not the intent, the

definition should reflect that the sentence is not a design requirement.

22
3.2 Completeness

The analytical techniques used in this study are particularly well suited to examining

the completeness of individual provisions, of cross-references, and of sets of provisions.

This section highlights problems found in the first two categories. Analysis of the scope

of a set of provisions is not particularly meaningful in a post-facto study, so it is not reported here (such analysis is quite useful during the actual development of provisions).

3.2.1 Potentially Important Omissions in Individual Provisions

All of the instances of incompleteness cited in this section were detected using a decision tree analysis, as described in chapter 2. The complete decision tree and decision

table for each of these instances is shown in appendix A2 . The places where the Provisions

appear to leave out important details are as follows:

1) Framing classes in table 3-B: no provision is made for buildings with the

following seismic resisting systems:

1) moment frames (unbraced frames) if some of the vertical load is supported

on bearing walls;

ii) moment frames that are made of materials other than steel or concrete;

iii) shear walls or braced frames if the building is an inverted pendulum; and

iv) shear walls other than the types listed in table 3-B.

More detail on this issue can be found in the discussion of datum numbers 3303,

3330, and 3345 in appendix A2

2) Capacity reduction factors (^ factors) for wood, steel and masonry: no provision is made for certain types of components and resistances as follows:

i) shear stress in wood members;

ii) plywood diaphragms with strength calculated according to the principles of mechanics where the species group of the framing members is I or II (note

that this includes Douglas Fir and Southern Pine);

iii) lateral resistance of nails in wood;

iv) steel connections between beams and columns which do not develop the full

strength of the member but do provide for adequate joint rotation through

deformation of the connection materials;

v) masonry components with tension stress that is neither parallel nor perpendicular to the bed joints;

vi) masonry subject to a stress other than axial, flexural, or shear (e.g.,

torsion).

More detail on these issues is given at datum numbers 9220 (wood), 10220 (steel),

and 12220 (masonry) in appendix A2. Note that the chapter on concrete is the only

chapter on materials that does not suffer this particular defect. The reference

to the concrete reference document for capacity reduction factors in all other

situations makes the Provisions complete by definition on this point.

3) Relation of "Conventional" and "Engineered" timber requirements: section 1.3.1 states that "One and two story wood frame dwellings not over 35 feet in height

located in areas having a Seismicity Index of 3 or 4 in Table 1-B need only

conform to the requirements for Conventional Light Timber Construction as set forth in Sec. 9.7." Chapter 9 provides other requirements for wood buildings,

including section 9.8, "Engineered Timber Construction." Apparently it is not permissible for the wood frame houses meeting the definition of section 1.3.1

to violate section 9.7 even if they are designed to satisfy section 9.8, See datum 9001 in appendix A2 for a fuller discussion of the somewhat confusing

applicability of section 9.7.

23
4) Amplification factor for the attachment of mechanical and electrical equipment:

no provision is made for two support conditions:

i) a mounting system that is not classified as fixed, direct, or resilient; and

ii) a resilient mounting system with a restraint that is not elastic or seismic

activated (note that chapter 2 defines a third type of restraint for

resilient mounts, a fixed restraint.)

Datum 8315 in appendix A2 shows the complete decision table.

The impact of these omissions depends on the particular provision. For the classification of framing systems, it means that certain common types of buildings are not allowed,

which is important enough to spell out specifically. For the capacity reduction factors,

it probably means that designers will assume a value. Such omissions are likely spots for error and controversy in the application of the Provisions and their correction is strongly

recommended.

3.2.2 Incomplete Cross-Ref erences

There are several instances in which cross-references are made or implied that are not complete enough to allow a reader to follow through. Three significant examples follow:

1) Section 3.4.1, which determines the plan configuration of a building contains the

statement, "For purposes of determining diaphragm component forces and distribution

of seismic forces to vertical components of the seismic reisting system, a building

shall be classified as irregular when ..." At no point in the Provisions is use made of plan configuration for either of the stated purposes. (Logical locations

for such use might be sections 3.7.9 and 4.4.) The only use made of plan configuration is in section 3.5.3, and that is only by implication. Analytical verification

of this type of textual cross-reference is made by determining the dependents of the

datum in question from appendix Al , and then examining how that datum is used for

the evaluation of those dependents by referring to appendix A2.

2) Sections 1.3.2, 1.3.3, and 8.1 make cross-references to, "the modifications permitted

by Sec. 13.3," yet, as was discussed earlier in this chapter, some parts of section

13.3 do not appear to be applicable. The reference should be more specific.

3) Many locations refer to, "the seismic forces required by the provisions," (or the

lateral forces . . . , or the earthquake forces . . . , or the resistance required,

etc.). There are a great many provisions for seismic forces, and the cross-reference

would be more useful if it were specific (e.g., to refer to the strength requirement

of section 3.7).

3.3 Consistency

Examination of any set of provisions in the detail which was used in this study of the

Provisions will generally raise questions about the consistency of various provisions with

other provisions. This section presents the most significant observations pertaining to the

consistency of the Provisions derived from the analysis.

3.3.1 Redundant Decision Points

Throughout the Provisions , the seismic performance category classification given in

table 1-A is used as the primary decision point for defining discontinuous requirements on framing systems, materials, construction, etc. The seismic performance category depends on

the seismicity index and the seismic hazard exposure group. The table is reproduced here

for convenience:

24
TABLE 1-A

SEISMIC PERFORMANCE CATEGORY

Seismicity Seismic Hazard Exposure Group

Index III II I_

4 D C C

3

2 COB B B B

1 AAA

In addition to this primary decision point, the Provisions contain the following

three additional decision points dependent on different combinations of seismicity index

and seismic hazard exposure group. Each such separate decision point is shown below in

the format of Table 1-A, with a "y" denoting that the provision is required.

1) Section 1.6.1 (datum 1602), defining when a quality assurance plan is required:

Seismicity Seismic Hazard Exposure Group

Index III II 1

4 y y

3 y

2 y

1

2) Section 8.1 (datum 8100), defining buildings in which chapter 8 (the architectural,

mechanical, and electrical provisions) is applicable:

Seismici ty Seismic Haz ard Exposure

Index III II I

4 y y y

32

1

y

y

y

y y

y

3) Section 8.3.5 (datum 8372), defining when mechanical and electrical utility service

interface shall be provided with shutoff devices:

Seismicity Seismic Hazard Exposure Group

Index III II I_

4 y y

3 y y

21

Maintaining these separate classifications in the Provisions introduces a large number

of redundant decision points and multiple groupings, e.g.:

1) Category B and C buildings with and without quality assurance plan requirements;

2) Category A and B buildings with and without anchorage of certain architectural,

mechanical, and electrical components;

3) Category C buildings with and without utility shutoff devices.

It is recommended that in any revision of the Provisions an effort be made to convert all of

the above classifications to the standard seismic performance categories wherever possible.

25
In addition there are a large number of decisions that depend on one of the two factors

that combine to make the seismic performance category. These are listed according to the

section of the Provisions and the datum number, where (SI) indicates dependence on the seismicity index and (SHEG) indicates dependence on the seismic hazard exposure group:

Section Datum Description

1.2 1210 dwellings excepted from all coverage (SI)

1.3.1 1345 wood dwellings excepted from general coverage (SI)

1.4.2 1469, 1472 functional and accessibility requirements (SHEG)

3.8 3860 allowable drift (SHEG)

6.2.1 6222, shear wave velocity and shear modulus of soils (SI - actually

6224, the table is presented in terms of the effective peak, velocity6226 related acceleration, but using a finer subdivision of contours

than the seismicity index)

8.1 8106, 8107 component performance levels (SHEG)

8.3.4 8363 certification and testing of mechanical and electrical

equipment (SI)

11.2 11275 strength of anchor bolts in concrete (SI) (see footnote 2 on table 11-A)

13.1.1 13110 buildings requiring systematic hazard evaluation (SI)

It is recommended that these decision points be examined for the possibility of expressing

them in terms of the seismic performance category.

The seismic performance category is not the only example of additional or redundant

decision making imposed on a user of the Provisions . Height, both in terms of magnitude and

number of stories, is used in at least 11 different provisions, mostly discriminating between

1, 2, and 3 story buildings, but 5 provisions discriminate on the magnitude. These can be

tracked from the dependents listed for total height (datum 2227) and number of levels (2243)

in appendix Al

.

3.3.2 Inconsistent Limitations on Framing

Section 3.3.4 of the Provisions states the following requirement for the seismic

resisting system of category C buildings:

"Seismic resisting systems in buildings over 160 feet in height shall be one of the

following:

1. Moment resisting frame system with Special Moment Frames

2. A Dual System

3. A system with structural steel or cast-in-place concrete braced frames

or shear walls in which ..."

This clearly would allow an "Ordinary Moment Frame" to be used as the seismic resisting

system for buildings less than 160 feet tall. However, section 10.5.1 states the following

requirement for steel components in Category C and D buildings:

"Where a Moment Resisting Frame System is used as the seismic resisting system, it

shall be composed of Special Moment Frames conforming to the requirements of Sec. 10.6.

EXCEPTION: Moment frames in one- and two-story buildings assigned to seismic

Performance Category C may be Ordinary Moment Frames."

This clearly does not allow "Ordinary Moment Frames" to be used as the seismic resisting

system for many buildings less than 160 feet tall. Since section 11.5.2 contains a similar requirement for moment frames of reinforced concrete, and since steel and reinforced concrete are the only materials permitted for construction of Ordinary Moment Frames

(according to table 3-B of the Provisions ) the wording of section 3.3.4 is inconsistent and

possibly misleading. The decision tables for these provisions are located in appendix A2

at datum numbers 3372, 10500, and 11556.

26
3.3.3 Potentially Cumbersome Arrangement

There are several instances in which the Provisions seem to jump from one subject to another. An example can be found in section 3.7, which seems to move between seismic force

resistance requirements and general design and detailing requirements (e.g., 3.7.1 and 3.7.2

establish seismic force effects, 3.7.3 and 3.7.4 give general design considerations, 3.7.5

and 3.7.6 give both force effects and design/detail requirements, 3,7,7 deals with forces,

3,7.8 gives another general design requirement, 3,7,9 and 3.7.10 deal with both force effects

and design/ detail requirements, etc.). Chapter 3 as a whole provides another example; some portions establish parameters for later use in a seismic force analysis (e.g., section 3.2.2

and table 3-B), while other portions deal with the results of a seismic force analysis.

Alternative orderings of chapters 3 through 6 are provided in tables A4.11 and A4.12 of

appendix A4.

When compared with individual sections (e.g., sections 3.4 or 3.5) or whole chapters

(e.g., chapter 6 or 7) that proceed directly through one subject, it can be seem that cumber- some arrangement may be a factor in making design provisions hard to use. Further insight

on this issue can be found by examining the individual chapter information networks in

appendix A3

.

3.3.4 Treatment of Reference Standards for Materials

The treatment of reference standards in chapters 9 through 12 varies a great deal,

reflecting, to a large extent, the quite varied states of the standards themselves for the

respective materials. All four materials' chapters are intended to perform a two-fold

function:

1) to define the component strength criteria corresponding to the design basis for

the loads specified in chapter 3; and

2) to define the framing, material, and detailing requirements necessary to achieve

the performance assumed in design.

This second objective is most clearly stated in the background section of chapter 12

of the Provisions , reproduced below:

"The masonry design and construction procedures given in this Chapter and

Chapter 12A are essential to providing the performance levels implicit in the

selection of the factors used in determining the seismic forces in these provisions.

The requirements embodied in chapters 12 and 12A have been demonstrated to be necessary

by recent earthquakes and represent the latest developments in masonry construction

to provide adequate seismic performance."

However, the manner in which this two-fold objective is achieved varies a great deal

from chapter to chapter:

1) Chapter 10 on steel achieves its purpose by very explicit modifications to reference documents (see datum 10240, for example).

2) Chapter 11 on concrete is essentially self-contained; however, it requires a great deal of familiarity with the reference document for concrete to relate

the Provisions to it, and interpret and resolve possible overlaps and contradictions.

3) Chapter 9 on wood satisfies the first function by first doubling the working

stresses and then applying appropriate reduction factors; the second function

also involves the definition of conventional light timber construction for

buildings which do not require a seismic analysis.

4) Chapter 12 on masonry uses chapter 12A as an extensive masonry construction

standard, and then applies strength modification and special requirements to it.

27
3.3.5 Performance Philosophy

The Provisions vary between being very performance oriented to very prescriptive. The

following examples are cited:

1) qualitative performance requirements are stated with no criteria given to judge whether the requirement is satisfied (e.g., the functional requirement

for buildings of seismic hazard exposure group III found in section 1.4.2(A)

of the Provisions and discussed here in section 3.1.6).

2) qualitative performance requirements are stated and measurable criteria

are given in as scheme independent a fashion as possible (e.g., the strength

requirement of sections 3.1 and 3.7 in which the required strength is calculated

from seismic forces in a way that actual building performance is represented as accurately as practicable).

3) quite prescriptive requirements are given with no indication of what qualitative

performance is desired (e.g., the requirements on the connection between piles

and pile caps given in section 7.4.4).

It would be desirable to have a consistent approach with respect to performance

philosophy throughout, although such a goal is unattainable at this time in a document

dealing with several different materials because there is great variance in the basic

design standards for different materials. Notwithstanding the present problem, a consistent approach is a worthy goal. Of the three examples cited, the second one is preferable.

The approach of the first example is difficult to use in the context of a building code

because it offers no firm basis for decision. The approach of the third example leaves the

designer in the dark about why he is following a provision and thus increases the likelihood of error. The approach of example 2 will entail more work in preparation than that of

example 1. The approach of example 2 generally will entail less work in preparation and

less written material than that of example 3 (e.g., specifying a force that the pile to pile cap connection must resist rather than specifying amount, type, and anchorage of reinforcement for many different types of piles). In the general case, provisions formulated and

expressed as example 2 require the most careful preparation, but are the most likely to be

well understood, to be used correctly, and to lead to safe and efficient buildings. The

classification of requirements according to limit states as done in appendix A4 provides more

insight to the performance concepts in the Provisions .

3.4 Correctness

The analysis techniques used in this study of the Provisions do not lead directly to questions or answers concerning the technical validity of any provisions. The objective of

the analysis performed is to uncover errors of expression of provisions that get in the way

of understanding their intent. Thus this study does not stand as a testimonial to either

the correctness or the falsity of any portion of the Provisions . However, conducting the

analysis does invariably lead to questions in the mind of the analyst about the "rightness"

or "wrongness" of individual provisions. Study of the data in appendix A will also probably

lead to similar questions in the mind of the reader. Generally speaking, these questions

are the opinions of individuals, which are sometimes triggered, sometimes just given a format, by the analysis and representation techniques. As such, the opinions of the authors

concerning individual provisions will not be offered in this publication, except that some brief comments are made on individual decision tables in appendix A2 that may touch on correctness.

3.5 Relation to Existing Standards

The Provisions are written in a format that is intended to conform to a model building

code; that is, the Provisions are designed to be easily adaptable by model building code

issuing organizations. Thus, they are in a position somewhat comparable to many standards

for structural design, and will have important relations with such standards. It is instructive to speculate on the relation of the Provisions to existing standards, and on the possible

28
feedback from the Provisions to these standards. In its simplest form, the Provisions , as any other structural design provisions, may be viewed in terms of load and resistance factor

philosophy as a series of provisions insuring that:

Resistance ^ Load Effect.

On this basis, conceivably the following scenario may eventually emerge:

1) provisions dealing with seismic load effects will become part of ANSI A58

"Building Code Requirements for Minimum Design Loads in Buildings and Other

Structures"

2) provisions pertaining to component strength criteria, and the appropriate

requirements for framing and detailing applicable to the various materials will

become appendixes of the corresponding reference documents.

The question then arises as to what provisions would remain to be handled by a specific

earthquake resistant design document.

Certainly, in the foreseeable future, the parts of the Provisions dealing with quality

assurance (section 1.6), with architectural, mechanical, and electrical components and

systems (chapter 8), and, possibly to a lesser extent, with foundation design (chapter 7) are not likely to be incorporated in any other standard, and will have to be part of a set

of seismic provisions. Similarly, the definition of the seismic performance categories,

and the requirements and limitations pertaining to them will have to remain in the seismic

provisions.

The most difficult and challenging problem that will arise will be that of separating

to an appropriate degree the "resistance" and "load" effects. In the present Provisions , these effects combine in two ways:

1) the "load effect" is highly dependent on a number of resistance-related factors,

notably the type of seismic resisting system, which determines the seismic

response modification coefficient, R, and on the configuration of the building,

which determines the method of analysis and thus the load effect distribution

to the structural components;

2) the Provisions contain a large number of framing, material and detailing provisions

intended to insure that the building is constructed so that it can in fact sustain

the calculated load effects.

This problem will undoubtedly occupy much of the attention of groups working on improved

seismic design documents. It is hoped that the analysis presented herein will be of some assistance in this task.

29
CHAPTER 4

SUMMARY OF CONCLUSIONS

4.1 Reconunendatlon for Review and Revision of Provisions

The Provisions should be carefully reviewed in light of the findings presented in

appendix A and briefly summarized in chapter 3 by all who are concerned with the future

of provisions for designing buildings to resist the effects of earthquakes. It is anticipated that various individuals and organizations will soon undertake careful reviews

of the Provisions , some to establish technical validity, some to establish enforceability

in the context of current building codes, and others to become familiar enough to use

the Provisions in the design of buildings. The data in appendix A have something to offer in all types of review, as they provide an alternate technical expression of the

Provisions . The decision table and network expression may serve as a much clearer expression of design provisions than the conventional textual expression. Individuals undertaking

a detailed review of the Provisions are encouraged to devote a small amount of time to studying chapter 2 so that they can gain full benefit of the data in appendix A.

Appendix A notes several possible needs for revision of the Provisions . Many of these

comments are also discussed in chapter 3. For convenience, a brief summary of the possible

points for revision is listed here (note that being brief and being a summary means that

this list is not complete):

1) Points requiring clarification:

o the circular definition of R given in table 3-B

o the impact of not adopting chapter 13 on the remainder of the provisions

o the applicability of the provisions for quality assurance

o the proper method of calculating strength in category A buildings

o the use of similar terms for the same or different meanings

o the placement of the functional requirement within the definition of

seismic hazard exposure group III

2) Points that appear to be incomplete:

o the types of framing systems listed in table 3-B

o the types of components and stress states listed for use in establishing

capacity reduction factors for wood, steel, and masonry components

o the potential ways of designing wood frame buildings

o the types of attachments considered in evaluating the amplification

factor for the attachment of mechanical and electrical equipment

o cross-references for the use of plan configuration, for the use of the

modifications allowed in section 13.3, and for the seismic forces required

3) Points that appear to be inconsistent:

o redundant decisions involving the seismic performance category, seismicity

index, and seismic hazard exposure group

o potentially conflicting limitations on moment frame systems

o potentially awkward arrangements of certain chapters

o the treatment of reference standards for the materials of construction

o the variation in the style, or philosophy, of the provisions between

performance oriented and prescriptive

4) Point that appears to require careful consideration:

o the relation to existing standards for building design

30
4.2 Recommendations for the Planned Assessment

The National Bureau of Standards with support from the National Science Foundation has

proposed a plan for the assessment of the Provisions and the Implementation of improved

provisions for seismic resistant design. [2] A large number of concerned organizations have

participated in the planning, will contribute to Its further development and participate in

the activities of assessment and implementation. It is anticipated that the first phase of the assessment will be to review and refine the Provisions . It is recommended that the

data in appendix A serve as one resource for this review for the reasons discussed earlier.

It should be noted that the information network in appendix A3 and the classified index in

appendix A4 both can serve as practical aids in dividing the review work among individuals

and committees. A second recommendation is that the formal representation (the data in

appendix A, much of which is stored in computer processable form) be updated to conform to the refined provisions that are to be the product of the first phase in the assessment,

thus allowing the usefulness of this resource to continue as further assessment and review

is made.

4.3 Conclusion of This Project

With the data presented in appendix A and the observations made in chapter 3 and

appendix B, this project Is complete. The project has been of use not only for the general

aim of improving provisions for seismic resistant design and construction, but also for

the improvement of the methodology for analyzing and representing technical provisions.

This particular study has probably been the largest single such study undertaken to date,

in terms of the number of provisions analyzed, and many lessons were learned. Appendix B contains a more thorough discussion of these issues, Including recommendations for future

Improvements that are desirable.

Appreciation for aid and support in the conduct of this project is due many individuals.

Charles Culver of the National Bureau of Standards was quite helpful throughout the project.

Irving Oppenheim of Carnegie-Mellon University made substantial contributions to the earlier

stages of the work. The many participants in the ATC-3 project were very cooperative;

Roland Sharpe, the project director, Norton Remmer, the chairman of Task Group 4 (liaison

and format), and the members of Task Group 4, particularly Edwin Zacher, deserve special

mention. The authors would also like to acknowledge the work of John Melin and Mary Miller

of the University of Illinois; they prepared an analysis of chapter 11 of the Provisions

that was the starting point for the work on chapter 11 reported herein, and they conducted

a profitable interchange with the some of ATC participants responsible for chapter 11 [12].

John Worman, then a student at Carnegie-Mellon University, conducted portions of the detailed

analysis used in the early stages of the project. The careful reviews of E. V. Leyendecker,

James Pielert, Patrick Cooke, and Sandra Berry of NBS were also helpful.

31

APPENDIX A

DATA AND DETAILED ANALYSIS

33

APPENDIX Al

DATA LIST

The data list contains 1206 data items, each developed as described in chapter 2. The

following keys for reading the data list are repeated here for easy reference:

1) The data number is a unique numeric label of the form nnmkk where:

nn is the chapter number (1 through 13) m is the major section number (for section 5.10 and 5.11, m = 9 was used)

kk is an arbitrary number that normally reflects the sequence of occurrence within the section

2) The data label is a mnemonic reference that is assigned to all and only derived

data items. The first letter of the label indicates the type of derivation:

"X" indicates a definite function

"Y" indicates an indirect function

"Z" indicates an assumed function

All other initial letters indicate a decision table.

3) The data description is the full name of the data item, subject to the abbreviations necessary to fit within the 60 character limitation imposed by the format

of the data list.

4) The Ingredients are the data numbers of all data items that are ingredients of

the datum.

5) The dependents are the data numbers of all data items for which the information

network has shown that the datum is an ingredient. This includes all chapters.

6), 7), and 8) The input level, output level, and total float are respectively the

number of steps along the longest path from the node to input, the equivalent

number related to output, and the difference between the longest path through

the node from input to output and the longest such path through the entire

network. These quantities are shown as calculated for the combined network

created by merging all chapters.

35
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68
APPENDIX A2

DECISION TABLES AND FUNCTIONS

All derived nodes are shown in this appendix, arranged in ascending order by datum

number. In addition to listing the data description, label, and number, a section reference

is also included. Note that references to more than one section or to an entire chapter

indicate that the datum was defined in more than one location, and in some instances the

relations had to be inferred from similar names in the text or from the format of the text.

The data description, label, and datum number of each ingredient is listed above the

decision table or function, except for some assumed functions. The conventions for numbering according to chapter and labeling according to type of function, as explained in

chapter 2 and in appendix Al, are pertinent adis for reference in reading this appendix.

It is often necessary to use symbols for data items when writing conditions, actions, or functions. For derived data items, the data label is used for such symbols. However,

symbols are frequently necessary for input data items, which are not normally provided with

a data label, so such symbols are shown as a label in parenthesis in the ingredients list.

Decision tables are read rule by rule (column by column) as described in chapter 3. The symbolism is as follows:

Y means yes, or true

N means no, or false + means true predetermined by another condition value in that rule

- means false predetermined by another condition value in that rule

. means either true or false is acceptable for the condition in that rule,

usually referred to as immaterial

X means that the action in that row is to be taken for the rule

The rules, conditions, and actions are all numbered for ease of reference, particularly

in interpreting the comments below the decision table. "E" stands for the "ELSE" rule, which

is true if no other rule is matched. Conditions that are enclosed in parenthesis are included for ease in reading the table; they are not necessary for a strict logical evaluation

because their values are either +, -, or, . in every rule. Conditions are frequently written

by making use of " and " and "or " connectors. These are logical functions defined thus: a series of items connected by and is considered true only if each of the items is true, otherwise the series is false; a series of items connected by ^r_ is considered true if any of the

items is true, the series is false only if each of the items is false. Two other logical

functions used in writing conditions and actions are MAX and MIN; they indicate the selection

of the maximum (or minimum) from among the set of quantities enclosed in the following square

brackets ( [ ] ).

Decision trees are shown for a few of the decision tables. As described in chapter 2,

"Ci" indicates test of the ith condition, "Rj" indicates identification of the jth rule,

"+" indicates a branch following a true result from the test of a condition, "-" indicates

a branch following a false result of the test of a condition, and "ELSE" indicates a possible rule not included among the numbered rules.

The comments included in this appendix apply to two general topics:

1) assessment of the Provisions based on the analysis shown

2) explanation as to how the analysis was performed.

It seemed cumbersome to create a format to distinguish between the two types of comments,

and in many cases it would have been redundant. The comments are generally clear about which

topic is being addressed. Careful reading of the comments is urged.

69
DATUM : Provisions applicable

SECTION: 1.2 LABEL: PAPPL NUMBER: 1210

INGREDIENTS

Datum Label Number

Structure type

Building stage

Proposed work on existing building

Seismic force resistance before proposed activity

Seismic force resistance after proposed activity

Seismic performance category before proposed change

Seismic performance category after proposed change

Building use Size of dwelling

Seismicity index

Chapter 13 adopted into provisions

1230

1240

ZSFRB 1250

ZSFRA 1260

YSPCB 1264

YSPCA 1266

1270

1280

SI 1425

13000

DECISION TABLE 3 4 5 6 7

Structure type = building

Building stage = new

(Building stage = existing)

Proposed work on existing building = alteration and

Seismic force resistance after proposed activity < Seismic force resistance before proposed activity

Proposed work on existing building = change of use and

Seismic performance category after proposed change > Seismic performance category before proposed change

Building use = agricultural and not human

Building use = dwelling and

Size of dwelling = 1 or 2 family and

Seismicity index = 1 or 2 Chapter 13 adopted into provisions

Y N N

Y N

Y Y N

Y - . - Y .

**************************************************************************************

* PAPPL = True * X X X X PAPPL = False * X X X X

*

COMMENTS

1. Condition 1 is strongly implied by the list of non-building structures that are excluded

from application.

2. Note that section 1.3.2 (decision table 1380) includes alteration and repair, thus

there is a conflict with condition 4, which is written as stated in section 1.2.

3. Condition 8 reflects the amendment on page 167 of the Provisions.

70
DATUll : Seismic force resistance before proposed activity

SECTION: 1.2 LABEL: ZSFRB NUMBER: 1250

COMMENTS

1. This is an implicit function of the provisions for structural analysis and design.

However, no specific datum can be cited as an ingredient.

DATUM: Seismic force resistance after proposed activity

SECTION: 1.2 LABEL: ZSFRA NUMBER: 1260

COMMENTS

1. See comment for datum 1250, above.

DATUM: Seismic performance category before proposed change

SECTION: 1.2 LABEL: YSPCB NUMBER: 1264

INGREDIENTS

Datum Label Number

Seismic performance category SPC 1490

COMMENTS

1. This datum along with datum 1266, following, are necessary to represent the potential

change in seismic performance category as the use of a building is changed.

DATUM : Seismic performance category after proposed change

SECTION: 1.2 LABEL: YSPCA NUMBER: 1266

INGREDIENTS

DATUM Label Number

Seismic performance category SPC 1490

COMMENTS:

1. See comment for datum 1264, above.

71
DATUM : Application requirement

SECTION; 1.3 LABEL: APPLR NUMBER: 1305

INGREDIENTS

Datum Label Number

Provisions applicable

Design documents submitted to regulatory agency

Building stage

New building requirement

Proposed work on existing building

Alteration and repair requirement

Change of use requirement

Load combination requirement

Systematic hazard abatement requirement

PAPPL 1210

1310

1230 NBR 1345

1240

ARR 1380

CUR 1390

LCR 1315

SHAR 13001

DECISION TABLE 3 4

1 Provisions applicable = true

2 Design documents submitted to regulatory agency = true

3 Building stage = new

4 New building requirement = satisfied

5 Proposed work on existing building = alteration or repair

6 Alteration and repair requirement = satisfied

7 Proposed work on existing building = change of use

8 Change of use requirement = satisfied

9 Load combination requirement = satisfied

10 Systematic hazard abatement requirement = satisfied

*

* NY Y Y Y Y

* Y Y Y Y Y

k Y N N N N

k Y , , , , * - Y N Y N

* , Y , Y , * - N Y Y N

* , , Y Y , * Y Y Y Y Y

* , . • • , Y

^^•ki<i<:k-kkkkk^-kk-k-k-kit-k-kk'k-kii^-k-kkkk-kkkkkiikk'kkkk'k-kick:ki<k:kkk-kkkkk:kkkicicit-k-k:k-k'kkiikkit:k'ki<-k-k:k:k:k:k:k-k * APPLR = satisfied * X X X X X X APPLR = violated * X

COMMENTS

1. This table includes conditions from subsections 1.3.1, 1.3.2, 1.3.3, and 1.3.4,

including the amendment to 1.3.4 given on page 16 7 of the Provisions . 2. Note that condition 5 conflicts with the decision table (1210) for section 1.2

by including the activity of repair.

3. Rule 2 shows implicitly the assumption that new buildings are not altered,

repaired, or changed.

4. In rule 6, for condition 1 to be true, chapter 13 must be included in the provisions,

Therefore, condition 10 applies.

72
DATUM : Load combination requirement

SECTION: 1.3 LABEL: LCR NUMBER: 1315

INGREDIENTS

Datum Label Number

Design load effects

Required strength

Non seismic lateral load effects

Gravity load effects

RS 1320

3702

1335

1340

DECISION TABLE 1 2 E

1 Required strength > Gravity load effects + Non seismic lateral load * Y N effects *

2 Design load effects = Required strength * Y

3 Design load effects = Gravity load effects + Non seismic lateral load * . Y effects *

***************************************************************************

*

1 LCR = satisfied * X X

2 LCR = violated * X

COMMENTS

The terms, "... gravity loads in combination with ... the seismic forces in these

provisions," were inferred to be a direct reference to the controlling load combinations and required strengths of chapter 3. Rule 2 seems to have little impact. The implication of sections 1.2 and 1.3 is that

all the applicable provisions for seismic resistant design must be followed even if

other lateral load effects are larger.

73
DATUM : New building requirement

SECTION: 1.3.1 LABEL : NBR NUMBER: 1345

INGREDIENTS

Datum Label Number

Requirements of Chapter 2 Structural design requirement

Equivalent lateral force analysis requirement

Modal analysis requirement

Soil structure interaction analysis requirement

Foundation design requirements

Architectural/mechanical/electrical design requirement

Wood materials requirement

Steel materials requirement

Concrete materials requirement

Masonry materials requirement

Quality assurance requirement

Building use Construction type

Number of levels (stories)

Total height

Seismicity index

Conventional light timber requirement

Structural analysis and design requirements

Material design and construction requirements

2001

SDR 3001

EL FAR 4001

MAR 5001

SSIR 6001 FDR 7001

AMEDR 8001

WMR 9001

SMR 10001

CMR 11001

MMR 12001

QAR 1601

1270

1350

2243

2227

SI 1425

CLTR 9701

SADR 1365

MDCR 1370

DECISION TABLE E

satisfied and

satisfied and

wood frame and

< 35' and

Requirements of chapter 2 = satisfied and N Structrual design requirement = satisfied and

Equivalent lateral force analysis requirement

Modal analysis requirement = satisfied and

Soil structure interaction analysis requirement

Foundation design requirements = satisfied and

Architectural/mechanical/electrical design requirement = satisfied and

Wood materials requirement = satisfied and

Steel materials requirement = satisfied and

Concrete materials requirement = satisfied and

Quality assurance requirement = satisfied

Building use = dwelling and Construction! type = Number of levels (stories) < 3 and Total height

Seismicity index = 3 or 4 Conventional light timber requirement = satisfied

Structural analysis and design requirements = satisfied

Material design and construction requirements = satisfied

Architectural/mechanical/electrical design requirement = satisfied

NBR = satisfied * X X NBR = violated * X

COMMENTS

1. Conditions 4, 5 and 6 are redundant, because condition 1 determines their value for

the rule of interest.

2. The text reference to the requirements of chapter 2, is unnecessary, as chapter 2 contains definitions only.

74
DATUM : Structural analysis and design requirement

SECTION: 1.3.1 LABEL: SADR NUMBER: 1365

INGREDIENTS

Datum Label Number

Structural design requirement

Equivalent lateral force analysis requirement

Modal analysis requirement

Soil structure interaction analysis requirement

Foundation design requirements

SDR 3001

ELFAR 4001

MAR 5001

SSIR 6001 FDR 7001

DECISION TABLE 1 E

1 Structural design requirement = satisfied

2 Equivalent lateral force analysis requirement = satisfied

3 Modal analysis requirement = satisfied

4 Soil structure interaction analysis requirement = satisfied

5 Foundation design requirements = satisfied

*

1 SADR = satisfied * X

2 SADR = violated * X

*

COMMENT

1. See comment 1 on datum 1345.

75
DATUM : Material design and construction requirement

SECTION: 1.3.1 LABEL: MDCR NIMBER: 1370

INGREDIENTS

Datura Label Number

VJood materials requirement

Steel materials requirement

Concrete materials requirement

Masonry materials requirement

WMR 9001

SMR 10001

CMR 11001

MMR 12001

DECISION TABLE 1 E

*

* Y

* Y

* Y

* Y

*

1 Wood materials requirement = satisfied

2 Steel materials requirement = satisfied

3 Concrete materials requirement = satisfied

4 Masonry requirement = satisfied

1 MDCR = satisfied

2 flDCR = violated

COMtffiNT:

1. See comment 1 on datum 1345.

76
DATUM : Alteration and repair requirement

SECTION: 1.3.2 LABEL: ARR NUMBER: 1380

INGREDIENTS

Datum Label Number

Seismic force resistance before proposed activity

Seismic force resistance after proposed activity

Seismic force resistance required by these provisions

Hazard abatement requirement

ZSFRB 1250

ZSFRA 1260

ZSFRRP 1385 HAR 13301

DECISION TABLE 12 3 4

1 Seismic force resistance before proposed activity < Seismic force * Y N N N resistance after proposed activity *

2 Seismic force resistance after proposed activity > Seismic force * . Y N N resistance required by these provisions *

3 Hazard abatement requirement = satisfied * . . Y N

*

1 ARR = satisfied

2 ARR = violated

* XXX * X

COMMENTS:

1. The text of section 1.3.2 refers to lateral forces, not seismic forces for the first

three ingredients. It was assumed that the intent was to deal with seismic forces.

It was also assumed that these were the same seismic force resistances introduced in section 1.2.

2. The text of section 1.3.2 apparently assumes that chapter 13 is adopted by its

reference to section 13.3.

3. Examination of section 13.3 raises a question as to what "modification" is being

referred: a reduction in the required resistance or an allowable time for upgrading,

or both.

4. The early portions of chapter 13 restrict its applicability to buildings of seismic

performance category C or D, yet the reference from this section is apparently for

buildings of all categories.

5. It is possible to Interpret the text of section 1.3.2 so that condition 2 and rule 2 are deleted from the decision table.

77
DATUM : Seismic force resistance required by these provisions

SECTIOW: 1.3.2 LABEL: ZSFRRP NUMBER: 1385

COMMENTS

It is implied that this datum is a function of all of the provisions, but no specific

guidance is given. Reasonable assumptions might be that some or all of the following

be considered as ingredients: the load combinations of section 3.7 (datum 3702), the

minimum forces of sections 3.7.5 and 3.7.6, the non-structural forces of chapter 8, or the new building requirement (datum 1345), which would include essentially all of

the provisions.

DATUM : Change of use requirement

SECTION: 1.3.3 LABEL: CUR NUMBER: 1390

INGREDIENTS

Datum Label Number

Seismic force resistance after proposed activity

Seismic force resistance required by these provisions

Hazard abatement requirement

ZSFRA 1260

ZSFRRP 138 5 HAR 13301

DECISION TABLE 12 3

1 Seismic force resistance after proposed activity ^ Seismic force * Y N N resistance required by these provisions *

2 Hazard abatement requirement = satisfied * . Y N

*

* X' X

* X

*

1 CUR = satisfied

2 CUR = violated

COMMENTS

1. This requirement only applies to those buildings in which the change results in

assignment to a higher seismic performance category, as stated in section 1.2

(datum 1210).

2. Comments 2, 3 and 4 on datum 1380, regarding chapter 13, are also applicable to this datum.

78
DATUt-l : Effective peak acceleration

SECTION: 1.4.1 LABEL: EPA NUMBER: 1405

INGREDIENTS

Datum Label Number

Map area from figure 1-1 1410

DECISION TABLE 12 3 4 5 6 7 *

1 Map area from figure 1-1 =7 *Y-----N 2 Map area from figure 1-1 =6 *-Y----N U Map area from figure 1-1 =5 *__Y---N 4 Map area from figure 1-1 = 4 *___Y__I.]

5 Map area from figure 1-1 =3 *----Y-N 6 Map area from figure 1-1 =2 *-____YN 7 (Map area from figure 1-1 =1) *______+ *

k

1 EPA = 0.40 * X

2 EPA = 0.30 * X

3 EPA =0.20 * X

4 EPA = 0.15 * X

5 EPA = 0.10 * X

b EPA = 0.05 * XX

*

COMMENTS

:

1. This decision table is a direct translation of Table 1-B from the Provisions . A simpler decision table can be written by creating some functions in the

actions: (This simple table is shown for illustrative purposes only.)

1 2 3

1 Map area from figure 1-1 =1 * Y N -

2 Map area from figure 1-1 > 4 , * -NY *

*

1 EPA = 0.05 * X

2 EPA = 0.05 times [(Map area from figure 1-1) - 1] * X

3 EPA = 0.10 times [(Map area from figure 1-1) - 3] * X

79
DATUM : Effective peak velocity-related acceleration

SECTION: 1.4.1 LABEL : EPV NUMBER: 1415

INGREDIENTS

Datum Label Number

Map area from figure 1-2 1420

DECISION TABLE 12 3 4 5 6 7

1 Map area from figure 1-2 =7 *Y-----N 2 Map area from figure 1-2 =6 *_Y----N 3 Map area from figure 1-2 =5 *--Y---N 4 Map area from figure 1-2 =4 *___Y--N 5 Map area from figure 1-2 =3 *____Y-N 6 Map area from figure 1-2 - 1 *_____YN 7 (Map area from figure 1-2 =1) *-_-_--+ *

k

1 EPV = 0.40 * X

2 EPV = 0.30 * X

3 EPV =0.20 * X

4 EPV = 0.15 * X

5 EPV = 0.10 * X

6 EPV = 0.05 * XX

*

COMMENTS

1. See comments for datum 1405.

80
DATUM : Seismicity index

SECTION: 1.4.1 LABEL : S

I

NUMBER: 1425

INGREDIENTS

Datum Label Number

Map area from figure 1-2 1420

DECISION TABLE 12 3 4 5 6 7

1 Map area from figure 1-2 =7 *Y-----N 2 Map area from figure 1-2 =6 *_Y----N 3 Map area from figure 1-2 =5 *-_Y---N 4 Map area from figure 1-2 = 4 *___Y__I^ 5 Map area from figure 1-2 =3 *____Y-N 6 Map area from figure 1-2 =2 *_____YN 7 (Map area from figure 1-2 = 1) *______-(-

* 181 = 4 *XXX 2 SI = 3 * X

3 SI = 2 * XX

4 SI = 1 * X

*

COMMENTS

:

1. See the comments for datum 1405.

81
DATUM : Seisraic hazard exposure group

SECTION: 1.4.2 LABEL: SHEG NUMBER: 1430

INGREDIENTS

Datum Label Number

Facility designated essential by cognizant jurisdiction

Number of occupants in building is large

Movement of occupants is restricted

Mobility of occupants is impaired

Number of use classes in building

Portion of area designated as essential by cognizant jurisdiction

Portion of area with large number of occupants

Portion of area with occupants' free movement restricted

Portion of area with occupants with impaired mobility

Building provides access to another with SHEG = III

1433

1436

1439

1442

1445

1448

1451

1454

1457

1460

DECISION TABLE 2 3 4 5 6 7

1 Facility designated essential by cognizant jurisdiction = true * Y N N

2 Number of occupants in building is large = true ^r_

Movement of occupants is restricted = true or^ Mobility of occupants is impaired = true

3 Number of use classes in building > 1 4 Portion of area designated as essential by cognizant jurisdiction > 15% of building area

5 Portion of area with large number of occupants 2 15%

of building area o£

Portion of area V\7ith occupants free movement restricted > 15%

of building area or^ Portion of area with occupants with impaired mobility 2 15%

of building area

6 Building provides access to another with SHEG = III = true

* . Y N . . . *

*

* N N N Y Y Y

* + - - Y N N

k

-k • + - • Y N

*NNNNNNY

ii-kkkkki<iii<i<i^kiz-ki<k'k'k-kii-k-ki<iii<k-ki\kkkk-kkk-k'k-kkkkkkkkii-kiik-kiikk-kkiikkkkkkkkiik-kkk-kkiikkkkk

1 SHEG = HI

2 SHEG =11

3 SHEG = I

* X

* X

* X

*

COMMENTS ;

2.

Conditions 1 and 2 and rules 1, 2 and 3 are included in this table because they are

an accurate representation of the text, although they are redundant in light of

conditions 4 and 5. Note that the cognizant jurisdiction determines what is an essential facility, but

that no responsibility is assigned nor are any quantitative measures given for

determining the value of ingredients 1436, 1439 or 1442.

82
DATUM : Group III functional requirement

SECTION: 1.4.2(A) LABEL: G3FR NUMBER: 1469

INGREDIENTS

Datum Label Number

Seismic hazard exposure group

Building has capacity to function immediately after EQ

Designated systems have capacity to function immediately after EQ

PHEG 1430

1463

1466

DECISION TABLE 1 2 E

1 Seismic hazard exposure group = III * NY

2 Building has capacity to function immediately after KQ = true * . Y

3 Designated systems have capacity to function immediately after EQ = true * . Y

k 1 G3FR = satisfied * X X

2 G3FR = violated * X

COMMENTS

1. "Capacity to function" is undefined. Apparently the provisions of chapters 3 and 8 are sufficient, for no other information is available.

2. Designated systems are specified in the quality assurance plan, however, no such plan

is required for group III buildings where the seismicity index is 1.

83
DATUM : Group III access requirement

SECTION: 1.4.2(E) LABEL: G3AR NUMBER: 1472

INGREDIENTS

Datum Label Number

Seismic hazard exposure group

Building is accessible during and after earthquake

Access provided by adjacent structure

Seismic hazard exposure group of adjacent structure

Distance from access point to side property line

Protection provided against potential adjacent hazards

SHEG 1430

1475

1478

1481

1484

1487

DECISION TABLE 3 4 5

Seismic Hazard Exposure Group = III Building is accessible during and after earthquake = true Access provided by adjacent structure = true Seismic hazard exposure group of adjacent structure = III Distance from access point to side property line < 10 feet

Protection provided against potential adjacent hazards = true *********************************************************************

* G3AR = satisfied * X X X X X G3AR = violated * X

*

COMMENTS:

1. "Accessible" in condition 2 is undefined.

2. Condition 6 is probably not independent of condition 2.

84
DATUM : Seismic performance category

SECTION: 1.4.3 LABEL: SPC NUMBER: 1490

INGREDIENTS

Datum Label Number

Seismicity index

Seismic hazard exposure group

SISHEG

1425

1430

DECISION TABLE 2 3

1 Seismicity index = 1

2 Seismicity index = 2 3 Seismicity index = 3 4 (Seismicity index = 4)

5 Seismic hazard exposure group = I

6 (Seismic hazard exposure group = II)

7 Seismic hazard exposure group = III

Y

-

- Y

- - N N

- - N N

Y Y N N

- - + +

Y N , -

N Y ***************************************************************************************

*

1 SPC = A * X

2 SPC = B * X X

3 SPC = C

4 SPC = D

X X

X

COMMENTS:

1. Note that the text gives this information in tabular form; this table is simply a conversion.

85
DATUM : Category D site limitation requirement

SECTION: 1.4.4 LABEL: CDSLR NUMBER: 1493

INGREDIENTS

Datum Label Number

Seismic performance category

Building stage

Proposed work on existing building

Seismic performance category before proposed change

Potential exists for ground rupture from active fault

SPC

YSPCB

1490

1230

1240

1264

1496

DECISION TABLE 1 2 3 4 E

1 Seismic performance category = D

2 Building stage = new

3 Proposed work on existing building = change of use and

Seismic performance category before proposed work / D

4 Potential exists for ground rupture from active fault = true

*

* N Y Y Y

* . Y

- N

* . - Y N

*

* . N N . ****************************************************************************

*

1 CDSLR = satisfied * X X X X

2 CDSLR = violated * X

*

COMMENTS

1. No responsibility or quantitative measures are given to determine the value of ingredient

datum 1496.

86
DATUM ; Alternate acceptable

SECTION: 1.5 LABEL: AA NUMBER: 1510

INGREDIENTS

Datum Label Number

Use of alternate material or method desired

Regulatory agency approves alternate

Alternate is equal in strength, durability, seismic resistance

Substantiating evidence submitted to regulatory agency

1520

1530

1540

1550

DECISION TABLE 1 E

1 Use of alternte material or method desired = true

2 Regulatory agency approves alternate = true

3 Alternate is equal in strength, durability, seismic resistance = true

4 Substantiating evidence submitted to regulatory agency = true

*

* Y

* Y

* Y

* Y

*

* 1 AA = satisfied * X

2 AA = violated * X

*

COMMENTS

1. The text states that this provision is applicable to materials and methods of

construction. The implication is that it does not apply to methods of analysis

and design.

2. This datum is left unreferenced in this analysis; it is understood to be an ingredient of nearly all decisions.

3. Condition 3 apparently refers to all the other provisions.

87
DATUM : Quality assurance requirement

SECTION: 1.6 LABEL : QAR NUMBER: 1601

INGREDIENTS

Datum Label Number

Quality assurance plan required

Quality assurance plan acceptance requirement

Quality assurance plan compliance requirement

Mechanical/electrical equipment testing required

Mechanical/electrical testing plan acceptance requirement

Mechanical/electrical test compliance requirement

QAPR 1602

QAPAR 1604

QAPC 1651

MEETR 1637

MEETPA 1640

MEETC 1644

DECISION TABLE 3 4

Quality assurance plan required = true Quality assurance plan acceptance requirement = satisfied

Quality assurance plan compliance requirement = satisfied

Mechanical/electrical equipment testing required = true Mechanical/electrical testing plan acceptance

requirement = satisfied

Mechanical/electrical test compliance requirement = satisfied

N N

************************************************************************

* QAR = satisfied * X X X X QAR = violated * X

*

COMMENTS

The applicability of the provisions of section 1.6 are not clearly stated. Several

comments on this and other decision tables will point out the problem areas.

It was assumed that the bulk of the provisions for quality assurance are applicable

only if a quality assurance plan is required. However, section 1.6.3(E) and section

8.3.4 indicate that testing of mechanical/electrical equipment is called for in

explicitly different situations. Thus, conditions 4, 5, and 6 are added to this table.

88
DATUM ; Quality assurance plan required

SECTION: 1.6.1 LABEL: QAPR NUMBER: 1602

INGREDIENTS

Datum Label Number

Seismicity index

Seismic hazard exposure group

SISHEG

1425

1430

DECISION TABLE 1 2 E

** Y

—

* — Y

* . Y

* N

-

*

A

1 QAPR = true * XX

2 QAPR = false * X

1 Seismic hazard exposure group = III

2 Seismic hazard exposure group = II

3 Seismicity index = 4

4 Seismicity index = 1

89
DATUM : Quality assurance plan acceptance requirement

SECTION: 1.6.1 LABEL : QAPAR NUMBER : 1604

INGREDIENTS

Datum Label Number

Details of quality assurance plan

Statement of contractor on quality assurance plan

DQAP

SCQAP

1605

1613

DECISION TABLE 1 E

1 Details of quality assurance plan = satisfied

2 Statement of contractor on quality assurance plan = satisfied (for

each contractor)

*

* Y

* Y

*

* *************************************************************************************

*

1 QAPAR = satisfied * X

2 QAPAR = violated * X

*

COMMENTS

1. Although the contractor's statement is apparently not a part of the quality assurance

plan, it is included in this decision table because it is placed in the section of text devoted to the quality assurance plan.

90
DATUM ; Details of quality assurance plan

SECTION: 1.6.1(A) LABEL : DQAP NUMBER: 1605

INGREDIENTS

Datum Label Number

Plan specifies those DSS which require special performance

Plan for each DSS prepared by designer of that DSS

Planned special inspection

Minimum special inspection

Planned special testing

Minimum special testing

1607

1608

1610

MSI 1628

1611

MST 1635

DECISION TABLE 1 E

*

1 Plan specifies those DSS which require special performance = true * Y

2 Plan for each DSS prepared by designer of that DSS = true * Y

3 Planned special inspection ^ Minimum special inspection (for each * Y component) * 4 Planned special testing ^ Minimum special testing (for each component) * Y

* ****************************************************************************

* 1 DQAP = satisfied * X

2 DQAP = violated * X

COMMENTS:

1. DSS stands for "designated seismic system."

91
DATUM : Statement of contractor on quality assurance plan

SECTION: 1.6.1(B) LABEL; SCQAP NUMBER; 1613

INGREDIENTS

Datum Label Number

Statement is written

Statement is submitted prior to start of work on DSS

Statement acknowledges awareness of reqts of Q A plan

Statement acknowledges that control will be exercised

Statement contains procedures for control

Statement contains method, freq, and distr of reports

Statement names person responsible for control

Statement shows position within mgt of responsible person

1614

1616

1617

1618

1619

1620

1622

1623

DECISION TABLE 1 E

Statement is written = true Statement is submitted prior to start of work on DSS = true Statement acknowledges awareness of reqts of Q A plan = true Statement acknowledges that control will exercised = true Statement contains procedures for control = true Statement contains method, freq, and distr of reports = true Statement names person responsible for control = true Statement names person responsible for control = true

************************************************************************

* SCQAP = satisfied * X

SCQAP = violated * X

*

92
DATUM: Quality assurance personnel arrangements

SECTION ; 1.6,2, 1.6.3, and 2.1 LABEL : QAPA NUMBER ; 1625

INGREDIENTS

Datum Label Number

Special inspector employed by building owner Special inspector approved by regulatory agency

Special testing agency approved by regulatory agency

Qualification of person with respons charge of test/inspec

1626

1632

1634

2192

DECISION TABLE

Special inspector employed by building owner = true Special inspector approved by regulatory agency = true Special testing agency approved by regulatory agency = true Qualification of person with respons charge of test/inspec = engineer

licensed by the State to practice in the applicable discipline ***********************************************************************

* QAPA = satisfied * X QAPA = violated

COMMENTS

Condition 4 is not located in the section on quality assurance, but is found in the

definition of "Testing Agency" in chapter 2. The condition is not referenced from

section 1.6, but it was inferred to apply to this provision.

93
DATUM : Minimum special inspection

SECTION: 1.6.2 LABEL: MSI NUMBER: 1628

INGREDIENTS

Datum Label Number

Element of building (component)

Construction activity

A/M/E performance level

Seismic performance category

2114

1631 PL 8105

SPC 1490

DECISION TABLE 12 3

Element = foundation pile and activity = driving or drilling

Element = foundation caisson and activity = work (any?)

Element = reinforcing steel in special moment frames and

activity = placement

Element = reinforcing steel and activity = welding

Element = prestressing steel and activity = placement, stressing

or grouting

Element = prestressed concrete and activity = placement

Element = structural masonry and seismic performance category = C or D and activity = placement of units

Element = structural masonry in the seismic resisting system and

activity = grouting

Element = multiple pass welded connections in structural steel and

activity = shop or field welding

Element = structural wood and activity = field gluing

or

or

or

or

or

or

Element = reinforcing steel in concrete or masonry shear walls o£ - Y N or ordinary reinforced concrete moment frames and activity = placement

Element = structural concrete in drilled piers, caissons, frames

or shear walls and activity = placement £r

Element = structural steel high strength bolts and activity = bolting or Element = structural wood and activity = fastening other than

field gluing 0T_ Element = interior or exterior panels and performance level =

S or G and activity = erection or fastening or Element = veneers and performance level = S or G and activity

= adhesion or anchorage ££

Element = M/E equipment using combustible energy, or electrical

motors, transformers, switchgear unit substations or motor

control centers, or reciprocating or rotating machinery, or pipe systems over 3" in diameter, or tanks, heat exchangers

or pressure vessels and performance level = S or G and

activity = installation or anchorage ***************************************************************************

MSI = continuous * X

MSI = periodic * X MSI = none * X

COMMENTS

1. This table is to be repeated for each element of the building.

2. It is assumed that the special inspection for architectural/mechanical/electrical

components with S or G performance levels is only applied to buildings for which

a quality assurance plan is required, unlike the testing of mechanical/electrical

equipment.

94
DATUM : Minimum special testing

SECTION: 1.6.3 LABEL: MST NUMBER: 1635

INGREDIENTS

Datum Label Number

Element of building (component) 2114

DECISION TABLE 12 3 4 5 6 10 11

9

10

9

10

11

Element = reinforcement for special moment frames

or boundary members of concrete or masonry

shear walls

Element = prestressing steel

Element = structural concrete

Element = mortar or grout for structural masonry

Element = structural masonry designed for field

tested f

m

Element = masonry units for structural masonry

Element = welded connection in steel special

moment frames

Element = complete penetration groove weld in

special moment frames

Element = partial penetration groove weld in

column splice

Element = welded base metal over 1-1/2" thick,

if weld shrinkage is across thickness

**Y — — — — — — — — —

*

**_Y — -------

**-----¥---- *------Y+.- **------NY-- **------N-Y- **_________Y

X

* MST = samples a fabricators and test for * X weldability, elongation, and strength

ratios or accept mill test certificates

if ASTM A706

MST = examine certified mill test reports for

compliance

MST = per ACI 318, with at least one sample

per day per class

MST = test at least one per day and one per

2000 ft^ of wall

MST = test at least 5 prisms before work and

one prism per day and one per 5000 ft of

wall and at least 5 per job

MST = test compressive strength per ASTM:

at least 5 units per lot and one per

5000 ft2 of wall

MST = follow AWS Dl.1-75 for non-destructive tests*

MST = follow AWS Dl.1-75, testing 100% by * ultrasonic. Can be reduced to 25% if * welder's reject rate is less than 5% MST = Ultrasonic testing, 100% if resists

tension from seismic

MST = Ultrasonic testing after completion.

Criteria acceptable to regulatory agency and

structural engineer

MST = none

95
COMMENTS: (for datum 1635, previous page)

1. This table is to be repeated for each element of the building.

2. Note that a significant amount of logic is contained in the action stubs.

A more detailed analysis would probably make use of a separate decision

table for many of the action stubs.

3. Note that this table does not contain tests for mechanical/electrical

equipment. That is shown in the table for datum 1641.

DATUM : Mechanical/electrical equipment testing required

SECTION; 1.6.5(E), 8.3.4 LABEL: MEETR NUMBER: 1637

INGREDIENTS

Datum Label Number

Component is a part of a designated seismic system 1638

M/E component certification (testing) required MECCR 8363

DECISION TABLE 1 2 E

*

1 Component is a part of a designated seismic system = true * Y N

2 M/E component certification (testing) required = true * . Y

* *******************************************************************

*

1 MEETR = true * X X

2 MEETR = false * X

*

COMMENTS

1. This table is repeated for each mechanical and electrical component.

2. The wording "For designated seismic systems or components requiring S or G

performance ratings in chapter 8 . . . . The basis of the certification required

in section 8.3,4 . . ." brings in the provisions of chapter 8, which define the

additional situations in which special testing is required. It was assumed that

the "certification" referred to in section 8.3.4 is the same thing as the

"testing" referred to in section 1.6.3.

96
DATUM: Mechanical/electrical equipment testing plan acceptance requirement

SECTION; 1.6.3(E). 1.6.5 LABEL; MEETPA NUMBER; 1640

INGREDIENTS

Datum Label Number

Planned special testing for mech/ elect equipment 1643

Minimum special testing for mech/elect equipment MSTMEE 1641

Mech/elect equip manufacturer certification program reqt MEEMCP 1674

DECISION TABLE 1 E

1 Planned special testing for mech/elect equipment 2 Minimum special testing * Y for mech/elect equipment (for each component) *

2 Mech/elect equip manufacturer certification program reqt = satisfied * Y

*

*

1 MEETPA = satisfied * X

2 MEETPA = violated * X

*

COMMENTS

1. Section 1.6.5 is not clearly referenced from the remainder of section 1.6. Because

it deals with certification, and because section 1.6.3(E) does mention certification,

it is assumed that section 1.6,5 applies in the same situations as section 1.6, 3(E).

Thus, condition 2 is included in this table.

97
DATUM : Minimum special testing for mechanical/electrical equipment

SECTION; 1.6.3(E), 8.3.4 LABEL: MSTMEE NUMBER: 1641

INGREDIENTS

Datum Label Number

Element of building (component)

M/E attachment certification (testing) required MEACR

2114

8369

DECISION TABLE 1 2 3 E

1 Element of building = mechanical/electrical equipment * Y - -

2 Element of building = attachment of mechanical/electrical equipment * - Y Y

3 M/E attachment certification (testing) required = true * . Y N

* *************************************************************************

* 1 MSTMEE = shaking table or 3-D shock test or dynamic analytic methods * X X using the forces of formula 8-2 or by a more rigorous analysis *

2 MSTMEE = none * XX

*

COMMENTS

1. Section 8.3.4 requires testing of attachments only if they are of the resilient type.

98
DATUM: Mechanical/electrical test compliance requirement

SECTION: 1.6.3(E) LABEL: MEETC NUMBER: 1644

INGREDIENTS

Datum Label Number

Actual special testing for mech/elect equipment

Planned special testing for mech/elect equipment

Manufacturer submits certificate of compliance

Regulatory agency approves certificate

Component is a part of a designated seismic system

Special inspector verifies that equipment conforms to certificate

1646

1643

1647

1649

1638

1650

DECISION TABLE

1 Actual special testing for mech/elect equipment > Planned special

testing for mech/elect equipment (for each component)

2 Manufacturer submits certificate of compliance = true

3 Regulatory agency approves certificate = true

4 Component is a part of a designated seismic system = true

5 Special inspector verifies that equipment conforms to cert = true

************************************************************************************

*

1 MEETC = satisfied * XX

2 MEETC = violated * X

COMMENTS

The wording of 1.6.3(E) clearly states that the special inspector is to verify the

certification of M/E equipment that is a part of a designated seismic system,

although as discussed under datum number 1637 , other M/E equipment will require

certification. This is appropriate, since equipment requiring certification that

is not a part of a DSS would in all likelihood be in buildings for which no quality assurance plan would be required, and thus no special inspector would be engaged.

99
DATUM : Quality assurance plan compliance requirement

Label Number

1652

1610

1653

1611

QAPA 1625

QARR 1654

SECTION: 1,6.4 LABEL: QAPC NUMBER; 1651

INGREDIENTS

Datum

Actual special inspection

Planned special inspection

Actual special testing

Planned special testing

Quality assurance personnel arrangements

Quality assurance reporting requirement

DECISION TABLE 1 E

*

1 Actual special inspection ^ Planned special inspection (for each component) * Y

2 Actual special testing ^ Planned special testing (for each component) * Y

3 Quality assurance personnel arrangements = satisfied * Y

4 Quality assurance reporting requirement = satisfied * Y

* ********A*******************************************************A**^

A

1 QAPC = satisfied * X

2 QAPC = violated * X

*

COMMENTS

1. Conditions 1 and 2 are repeated for each element of the building.

100
DATUM ; Quality assurance reporting requirement

SECTION: 1.6.4 LABEL : QARR NUMBER: 1654

INGREDIENTS

Datum Label Number

Special inspector's weekly report requirement

Special inspector's final report requirement

Contractor's final report requirement

SIWRR 1655

SIFRR 1662

CFRR 1668

DECISION TABLE 1 E

1 Special inspector's weekly report requirement = satisfied

2 Special inspector's final report requirement = satisfied

3 Contractor's final report requirement = satisfied ************************************************************************

*

1 QARR = satisfied * X

2 QARR = violated * X

*

DATUM ; Special inspector's weekly report requirement

SECTION: 1.6.4 LABEL: SIWRR NUMBER: 1655

INGREDIENTS

Datum Label Number

Special inspector prepares progress reports each week

SIW report to reg agency, owner, Q A plan author, contractor

SIW report notes any deficiencies

SIW report notes any corrections of past deficiencies

1656

1657

1659

1661

DECISION TABLE 1 E

*

1 Special inspector prepares progress reports each week = true * Y

2 SIW report to reg agency, owner, Q A plan author, contr = true * Y

3 SIW report notes any deficiencies = true * Y

4 SIW report notes any corrections of past deficiencies = true * Y

* ***************************************************************************************

*

1 SIWRR = satisfied * X

2 SIWRR = violated * X

*

101
DATUM : Special inspector's final report requirement

SECTION; 1.6.4 LABEL: SIFRR NUMBER: 1662

INGREDIENTS

Datum Label Number

SIF report submitted to regulatory agency at completion

SIF report certifies inspected work substantially in compliance

SIF report notes any work not in compliance

1664

1665

1667

DECISION TABLE 1 E

1 SIF report submitted to regulatory agency at completion = true *

2 SIF report certifies inspected work substantially in compliance = true *

3 SIF report notes any work not in compliance = true *

* 1 SIFRR = satisfied * X

2 SIFRR = violated * X

*

DATUM : Contractor's final report requirement

SECTION: 1.6.4 LABEL: CFRR NUMBER: 1668

INGREDIENTS

Datum Label Number

CF report submitted to reg agency at completion

CF report certifies all DSS substantially in compliance

CF report notes any deficiencies

1670

1671

1673

DECISION TABLE 1 E

1 CF report submitted to reg agency at completion = true * Y

2 CF report certifies all DSS substantially in compliance = true * Y

3 CF report notes any deficiencies = true * Y

* ****************************************************************************

* 1 CFRR = satisfied * X

2 CFRR = violated * X

102
DATUM : Mechanical/electrical equipment manufacturers certification program requirement

SECTION: 1.6.5 LABEL: MEEMCP NUMBER: 1674

INGREDIENTS

Datum Label Number

Manufacturer maintains a quality assurance program 1685

Quality control program approved by reg agency 1686

Each component marked with reg agency approval 1688

DECISION TABLE 1 E

*

1 Manufacturer maintains a quality assurance program = true * Y

2 Quality control program approved by reg agency = true * Y

3 Each component marked with reg agency approval = true * Y

* ****************************************************************************************

*

1 MEEMCP = satisfied * X

2 MEEMCP = violated * X

*

COMMENTS

1, See comment 1 under datum 1640.

103
DATUM : Structural design requirement

SECTION : 3.1, 3.3, and 3.6 LABEL : SDR NUMBER: 3001

INGREDIENTS

Datum Label Number

Structural analysis requirement

Strength requirement

Deformation requirement

Seismic performance category

Load path requirement

Foundation design criteria requirement

General framing requirement

Structural design and detailing requirement

SAR 3105

SR 3120

DR 3140

SPC 1490

LPR 3145

FDCR 3160

GFR 3369

SDDR 3610

DECISION TABLE 1 2 E

1 Structural analysis requirement = satisfied

2 Strength requirement = satisfied

3 Deformation requirement = satisfied

4 Seismic performance category = A

5 Load path requirement = satisfied

6 Foundation design criteria requirement = satisfied

7 General framing requirement = satisfied

8 Structural design and detailing requirement = satisfied *********************************************************************

*

1 SDR = satisfied * XX

2 SDR = violated * X

*

COMMENTS

2.

At no place in chapter 3 is this complete set of conditions brought together. This

decision table was created for use as a convenient reference to all the requirements

of chapter 3, because such a reference is called for in chapter 1. (See datum 1345,

for example.) Note that there are some provisions in chapter 3 that are not directly

covered by this requirement. (The response modification factor, datum 3345, for

example.) These daturas are all referenced in other chapters, however.

Rule 2 was added to demonstrate a potential problem: all the requirements except the

deformation requirements are either directly applicable to category A buildings or make exceptions for such buildings. The information needed to satisfy the deformation

requirements for category A would require an analysis of seismic loads that would

otherwise not be required.

104
DATUM ; Structural analysis requirement

SECTION : 3.1 LABEL : SAR NUMBER: 3105

INGREDIENTS

Datum Label Number

Seismic load analysis requirement

Internal member forces determined with linear elastic model

SLAR 3510

3115

DECISION TABLE 1 E

1 Seismic load analysis requirement = satisfied

2 Internal member forces determined with linear elastic model = true *******************************************************************

*

1 SAR = satisfied * X

2 SAR = violated * X

*

105
DATUM : Strength requirement

SECTION: 3.1 LABEL : SR NUMBER: 3120

INGREDIENTS

Datum Label Number

Member strength

Connection strength

Required strength

YMS 3125

YCS 3130

RS 3702

DECISION TABLE 12 3 4 5

1 Member strength > Required strength (for each member) * Y Y Y Y N

2 Connection strength > Member strength (for each connection) * Y N Y N , 3 Connection strength 2 Required strength (for each connection) * Y Y N N . ********************************************************************

*

1 SR = satisfied * XXX

2 SR = violated * XX

*

COMMENTS

1. Note that the table is repeated for each member and connection.

2. The "or" in the text of section 3.1, "... connections shall develop the strength of the

member or the forces indicated above," leads to the improbable, but dangerous, situation

shown in rule 3. 3. It is possible that systems designed with a large response modification factor (R) would

not behave as designed if rule 2 were true,

4. Note that Category A buildings apparently are to follow the same procedures for strength

evaluation as all others. The "Required strength" for Category A buildings is determined only from the minimum forces of section 3.7, not from a seismic load analysis.

106
DATUM : Member strength

SECTION : 3.1 LABEL : YMS NUMBER: 3125

INGREDIENTS

Datum Label Number

Strength of wood components

Strength of steel components

Strength of concrete components and systems

Strength of masonry components

xsw 9210 xss 10210

sc 11210

XSM 12210

COMMENTS

.

1. The strength is to be taken from the applicable chapter (or chapters). No exist for the strength of any other materials.

provisions

DATUM : Connection strength

SECTION : 3.1 LABEL: YCS NUMBER: 3130

INGREDIENTS

Datum Label Number

Strength of wood components

Strength of steel components

Strength of concrete components and systems

Strength of masonry components

XSW 9210

XSS 10210

SC 11210

XSM 12210

COMMENTS

1. See comment on datum 3125 above.

107
DATUM ; Deformation requirement

SECTION: 3.1 and 3.8 LABEL : DR NUMBER: 3140

INGREDIENTS

Datum Label Number

Drift limit

Separation requirement

DL

SEPR

3850

3810

DECISION TABLE 1 E

1 Drift limit = satisfied

2 Separation requirement = satisfied

1 DR = satisfied * X

2 DR = violated * X

*

DATUM : Load path requirement

SECTION: 3.1 LABEL : LPR NUMBER: 3145

INGREDIENTS

Datum Label Number

Continuous load path exists to transfer all forces

Load path has adequate strength and stiffness

3150

3155

DECISION TABLE 1 E

1 Continuous load path exists to transfer all forces = true

2 Load path has adequate strength and stiffness = true ************************************************************************************

*

1 LPR = satisfied * X

2 LPR = violated * X

*

COMMENTS

1. The relation between this and other provisions is not clear. For example, it might be

possible to reference the strength requirement (datum 3120) in condition 2, but that

did not seem to be the intent. The collector requirement (datum 3752), and to a lesser

extent, the interconnection requirement (datum 3737) are two other examples of provisions

that might be related to this provision.

108
DATUM : Foundation design criteria requirement

SECTION: 3.1 LABEL: FDCR NUMBER: 3160

INGREDIENTS

Datum Label Number

Foundation designed to accommodate design ground motions 3165

Foundation des criteria based on dynamics and structural des philosophy 3170

DECISION TABLE 1 E

*

1 Foundation designed to accommodate design ground motions = true * Y

2 Foundation design criteria based on dynamics and structural * Y design philosophy = true *

* *******************************************************************

*

1 FDCR = satisfied * X

2 FDCR = violated * X

*

COMMENTS

1. No measurable criteria are included for use in judging the values in this requirement.

109
DATUM : Soil profile type

SECTION: 3.2 LABEL: SPT NUMBER: 3210

and

DATUM: Seismic soil coefficient

SECTION: 3.2

INGREDIENTS

LABEL: SSC NUMBER: 3220

(both have the same ingredients and decision table)

Datum Label Number

Soil type

Depth of soil to rock

Depth of soft to medium clay

Soil type known

3230

3240

3250

3260

DECISION TABLE 1 3 4 5 E

1 Soil type = rock

2 Soil type = stiff clay and/or stable sand and/or gravel

3 Depth of soil to rock < 200'

4 Soil type = soft to medium clay

5 Depth of soft to medium clay > 30'

6 Soil type known = true

Y

- - -

- Y Y

- + Y N . - - - Y

. . . Y + + + + N

*********************************************************************************

*

1 SPT = SI and SSC = 1.0 * X X

2 SPT = S2 and SSC =1.2 * X X X

3 SPT = S3 and SSC = 1.5 * X

*

COMMENTS

1. Both of these datums are ingredients of the analysis procedures in chapters 4 and 5. It would fit better if the provisions were actually placed there.

110
DATUM ; Soil structure interaction use requirement

SECTION: 3.2 LABEL: SSIUR NUMBER: 3270

INGREDIENTS

Datum Label Number

Designer wishes to use soil structure interaction 3280

Seismic load analysis used 3520

DECISION TABLE 12 3 4

*

1 Designer wishes to use soil structure interaction = true * N Y Y Y

2 Seismic load analysis used = Equivalent lateral force method (chapter 4) * . Y - N

3 Seismic load analysis used = Modal analysis method (chapter 5) * . - Y N ************************************************************************************

*

1 SSIUR = satisfied * X X X

2 SSIUR = violated * X

*

COMMENTS

1. A strict interpretation of the text implies that soil structure interaction may not

be used for analysis procedures other than the ELF method or the modal method; thus

it may not be used in a special dynamic analysis.

2. This provision is not an ingredient of any provision in sections 3.1 through 3,4.,

but it is inferred to be an ingredient of the seismic load analysis requirement

(datum 3510) of section 3.5.

Ill
DATUM ; General framing class

SECTION: 3.3.1 (Table 3-B) LABEL : GFC NUMBER: 3303

INGREDIENTS

Datum Label Number

Vertical load system

Seismic resisting system

Structure is characterized as an inverted pendulum

Moment frame requirement

Dual system requirement

3306

3309

3312

MFR 3315

DSR 3318

DECISION TABLE 123456789 10 11

* Vertical load system = essentially complete * frame * (Vertical load system includes bearing walls) * Seismic resisting system includes shear wall * Seismic resisting system includes braced frame * Seismic resisting system includes moment frame * (unbraced frame)

Structure is characterized as an inverted

pendulum = true Moment frame requirement = satisfied

Dual system requirement = satisfied

NNNYYYYYYYY

NNNNNNNNNN

* GFC = Bearing Wall * X X X

GFC = Building Frame * XXX

GFC = Moment Frame * X

GFC = Dual System * XXX

GFC = Inverted Pendulum * X

GFC = not defined * X

*

COMMENTS

1. It was assumed that the first two conditions are logical opposites.

2. The phrase "shear walls or braced frames" was assumed to mean shear walls "and/or"

braced frames (a logical or).

3. Condition 6 apparently only applies to inverted pendulum structures that are buildings,

because chapter 1 excludes non-building structures from the coverage of the provisions.

4. There are several significant ELSE rules that represent possible omissions. The

following page shows the decision tree generated to identify else rules, and the

discussion of the ELSE rules continues on the next page.

112
DATUM 3303: Derived decision tree

C6 CI C3 ELSE

- - - C4 ELSE

---C5**F11

- - - - ELSE

- - ELSE

--C1 C3 €« C5 C8 J!10

- - ELSE

- - - E6

---C5**C8**K8

- - - - ELSE

- - - K4

- - - - C4 C5 C8 K9

- - - - ELSE

- - - K5

- - - - C5 C7 • fi7

- - - ELSE

- - ELSE

- - - C5 ELSE

- - - C3 C4 B3

- - - Rl

- - - C4 P2

- - ELSE

113
DATUM: General framing class - discussion continued

The following table of rules is taken from the above decision tree analysis. The rule

number corresponds to the order in which the else rules are printed down the page.

TABLE OF ELSE RULES 12 3 4 5 6 7 9 10 11

1 Vertical load system = essentially complete

frame

2 (Vertical load system includes bearing walls)

3 Seismic resisting system includes shear wall

4 Seismic resisting system includes braced frame

5 Seismic resisting system includes moment frame

(unbraced frame)

6 Structure is characterized as an inverted

pendulum = true

7 Moment frame requirement = satisfied

8 Dual system requirement = satisfied

YYYNYYYYYNN

YNN .YYNNN .N .YN.YNYNN.N . . N .YYYYNYN

YYYYNNNNNNN

N . . .

. . . . N N N . . . .

Appropriate comment below A A CDDDDBEB

A. These rules describe inverted pendulums that use shear walls or braced frames for

seismic resistance.

B. These rules describe buildings in which the seismic resisting system is not one of

the three choices: shear wall, braced frame or unbraced frame. This does not appear to be a serious omission.

C. This rule describes an inverted pendulum that uses bearing walls for vertical support.

D. These rules describe buildings with characteristics of moment frames or dual systems

that do not meet the special requirements given for such systems. (Note that these

special requirements create serious problems in the information network, as is

discussed in appendix A3.)

E. This rule describes buildings in which bearing walls support some of the vertical

load and moment frames provide some of the resistance to seismic load.

Note that these ELSE rules are not the only possible omissions in Table 3-B. See datum

3330 for an additional possibility regarding the material used for moment frame construction.

114
DATUM : Moment frame requirement

SECTION: 3.3.1 (table 3-B) LABEL : MFR NUMBER: 3315

INGREDIENTS

Datum Label Number

Strength of moment frame system

Total required strength

Frame response type

Ordinary moment frame requirement

Special moment frame requirement

YSMFS 3321

ZRS 3324

3327

3330

SMFR 3336

DECISION TABLE 1 2 E

*

1 Strength of moment frame system _ Total required strength *

2 Frame response type = ordinary *

3 (Frame response type = special) *

4 Ordinary moment frame requirement = satisfied *

5 Special moment frame requirement = satisfied *

Y Y

Y N

- +

Y .

. Y ************************************************************************************

*

1 MFR = satisfied * XX

2 MFR = violated * X

*

COMMENTS

2.

Condition 1 is very similar to the strength requirement for components. See the

comments on datum 3324 regarding a potential problem with this provision.

Condition 3 is implicitly determined by condition 2, because only two types of moment

frames are defined by the provisions.

115
DATUM ; Dual system requirement

SECTION: 3.3.1 (table 3-B) LABEL: DSR NUMBER: 3318

INGREDIENTS

Datum Label Number

Special moment frame requirement SMFR 3336

Strength of special moment frame system alone YSSMFS 3339

Total required strength with 25% of the seismic force ZRS25 3342

DECISION TABLE 1 E

*

1 Special moment frame requirement = satisfied * Y

2 Strength of special moment frame systems alone ^ Total required * Y strength with 25% of the seismic force *

* *************************************************************************

*

1 DSR = satisfied * X

2 DSR = violated * X

*

COMMENTS

1

.

The wording in table 3-B could be interpreted to require an additional analysis with

25% of the seismic forces or to only require one-fourth of the strength required from

the initial analysis with 100% of the seismic forces.

2. Table 3-B includes the provision, "The total seismic force resistance is provided

by ... in proportion to their relative rigidities." Since that provision is automatically satisfied for all buildings by the strength and analysis requirements, it was

decided not to duplicate it in this decision table.

3. Condition 2 is very similar to the strength requirement for components. See the

comment on datum 3342 regarding a potential problem with this provision.

116
DATUM : Strength of moment frame system

SECTION: 3.3.1 (table 3-B) LABEL: YSMFS NUMBER: 3321

INGREDIENTS

Datum Label Number

Strength of steel components XSS 10210

Strength of concrete components and systems SC 11210

COMMENTS

1. The strength is to be taken from the applicable chapter (or chapters).

DATUM; Total required strength

SECTION: 3.3.1 (Table 3-B) LABEL: ZRS NUMBER: 3324

COMMENTS

It is implied that this is simply a sum of the required component strengths that are defined in section 3.7, No direct connection is made in this representation, however,

because analysis of the information network (as described in appendix A3) indicated

that doing so would create a complete loop in the precedence of evaluating the strength

required. See appendix A3 for a more complete description of the loop and a potential

solution for the problem.

117
DATUM : Ordinary moment frame requirement

SECTION: 3.3.1 (table 3-B) LABEL : OMFR NUMBER: 3330

INGREDIENTS

Datum Label Number

Frame material

Ordinary steel moment frame requirement

Category B ordinary concrete moment frame requirement

3333

OSMFR 10450

CBOCMF 11600

DECISION TABLE 1 2 E

1 Frame material = steel

2 Frame material = reinforced concrete

3 Ordinary steel moment frame requirement = satisfied

4 Category B ordinary concrete moment frame requirement = satisfied

Y

-

- Y

Y .

. Y

A**** A ******************************* A A***** A** A************ A**************************

*

1 OMFR = satisfied * XX

2 OMFR = violated * X

A

COMMENTS

L. This decision table effectively brings in the implied limitation of table 3-B that all

moment frames must be either steel or concrete. (Note the last ELSE rule in the decision

tree printed below.) Frames of other materials cannot satisfy this provision.

CI C3 Kl

- - ELSE

- - C2 C4 B2

- ELSE

- - ELSE

118
DATUM : Special moment frame requirement

SECTION: 3.3.1 (table 3-B) LABEL: SMFR NUMBER: 3336

INGREDIENTS

Datum Label Number

Frame material

Special steel moment frame requirement

Special concrete moment frame requirement

3333

SSMFR 10600

SCMFR 11700

DECISION TABLE 1 2 E

1 Frame material = steel

2 Frame material = reinforced concrete

3 Special steel moment frame requirement = satisfied

4 Special concrete moment frame requirement = satisfied

Y

-

- Y

Y .

. Y ***************************************************************************************

*

1 SMFR = satisfied * X X

2 SMFR = violated * X

*

COMMENTS

1. See comment 1 on datum 3330.

119
DATUM : Strength of special moment frame system alone

SECTION: 3.3.1 (table 3-B) LABEL: YSSMFS NUMBER: 3339

INGREDIENTS

Datum Label Number

Strength of steel components XSS 10210

Strength of concrete components and systems SC 11210

COMMENTS

1. The strength is to be taken from the applicable chapter (or chapters).

DATUM : Total required strength with 25% of the seismic force

SECTION: 3.3.1 (table 3-B) LABEL: ZRS25 NUMBER: 3342

COMMENTS

1. This datum would depend on the analyzed seismic force effect, however, the explicit

connection is not clear. Comment 1 on datum 3318 and comment 1 on datum 3324 are both

pertinent to this datum.

120
DATUM : Single system response modification factor

SECTION

;

3.3.1 (table 3-B) LABEL : RX NUMBER: 3345

and

DATUM ; Deflection amplication factor

SECTION: 3.3.1 (table 3-B) LABEL : CD NUMBER: 3348

(both have the same ingredients and decision table)

INGREDIENTS

Datum L abel Number

General framing class GFC 3303

Seismic resisting s>'Stem (SRS) 3309

Shear wall type (SWT) 3351

Frame response type (FRT) 3327

Frame material (FM) 3333

DECISION TABLE 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 E

1 GFC == Bearing Wall

*

* Y Y Y Y Y

- _ _ _ _ _ _ _ _ _ _

2 GFC = Building Frame * - - - - - Y Y Y Y Y

- - - - - - - - -

3 GFC == Moment Frame * - - - - - - Y Y Y Y - - - - - - -

4 GFC = Dual System * - - - - - - - - - Y Y Y Y

- - -

5 GFC == Inverted Pendulum * - - - - - - - - - - - - - Y Y Y

6 SRS == braced frame * - - - Y - - Y - - - - - - - - Y

- - -

7 SWT == light framed * Y

- - - - Y - - - - - Y - - - -

8 SWT == wood sheathing * • - - - - . - - - - - Y - - - -

9 SWT == reinforced concrete * - Y

- - - - Y - - - Y

- - - - - -

10 SWT == reinforced masonry * - - Y

- - Y - - - - - - - Y

- - - - -

11 SWT == part, reinf. or unreinf. masonry

*

*

*~ "• "~ ~ Y- Y-

'

'

'

" ' " ' "

12 FRT == ordinary * . . • , • • . . . . N N Y Y - - - - N N Y

13 (FRT = special) * . . • • • • . . . . + + - - + + + + + + -

14 FM = steel * . • » • , • . . . . Y - Y - . . . . Y - Y

15 FM = reinforced concrete * . , , • • • . . . . - Y - Y . . . . — Y

- *********************************************************************

1 RX = 8, CD = 5 * X

2 RX = 8, CD = 5 1/2 * X

3 RX = 8, CD = 6 1/2 * X

4 RX = 7, CD = 4 1/2 * X

5 RX = 7, CD = 6 * X

6 RX = 6 1/2, CD = 4 * X

7 RX = 6 1/2, CD = 5 1/2 * X

8 RX = 6, CD = 5 * X

9 RX = 5 1/2, CD = 5 * X

10 RX = 5, CD = 4 1/2 * X

11 RX = 4 1/2, CD = 4 * X X X

12 RX = 4, CD = 3 1/2 * X

13 RX = 3 1/2, CD = 3 * X

14 RX = 2 1/2, CD = 2 1/2 * X X

15 RX = 2, CD = 2 * X

16 RX = 11/2, CD = 1 1/2 * X

17 RX = 11/4, CD = 1 1/4 * X X

E RX = ? CD = ? ** X

121
DATUM: Response modification factor (3345) - discussion continued

There are several significant ELSE rules that represent possible omissions. The

following table of rules is taken from the decision tree analysis (see the following

page for the decision tree) . The rule number corresponds to the order in which the

rules are printed in the decision tree.

TABLE OF ELSE RULES 123456789 10

1 General framing class = Bearing Wall

2 General framing class = Building Frame

3 General framing class = Moment Frame

4 General framing class = Dual System

5 General framing class = Inverted Pendulm

6 Seismic resisting system = braced frame

7 Shear wall type = light framed

8 Shear wall type = wood sheathing

9 Shear wall type = reinf. concrete

10 Shear wall type = reinf. masonry

11 Shear wall type = part, reinf. or unreinf. masonry

12 Frame response type = ordinary

13 (Frame response type = special)

14 Frame material = steel

15 Frame material = reinf. concrete

YNNNNNNNNN .YNNNNNNNN

. . Y N N . . Y N N

. . Y Y N N N

N N

N N

• . N N

N N

N N

Y N

N N

Y N

N .

. N

. N YYYNNNNN

N N

N .

Y N

N N

N N

Appropriate comment below AABCDEFBCG

A. These rules describe bearing wall and building frame systems that have a shear wall

other than one of those types listed.

B. These rules describe moment frame systems that are not composed of either steel or reinforced concrete.

C. These rules describe inverted pendulum buildings that use an ordinary moment frame

composed of some material other than steel, or a special moment frame composed of

a material other than steel or reinforced concrete.

D. This rule describes a dual system without a special moment frame.

E. This rule describes a dual system with a light framed shear wall that is sheathed

with some material other than wood.

F. This rule describes a dual system with a shear wall other than wood sheathed,

reinforced concrete, or reinforced masonry.

G. This rule describes a building that Is not classified as one of the five general

framing classes. See the comments on datum 3303 for further discussion of such

buildings.

122
DATUM 3345: Derived decision tree CI C6 fi4 ---C7**F1

- - - C9 B2

---C10**fi3

---C11**S5

- - ELSE

- - C2 C6 89

- - - C7 S6

- - - C9 K7

- - - CIO * * SB

- - - Cll KIO

- - ELSE

- - - C12 * * C3 * * C14 E13

- - - C15 R14

- - - - ELSE

- - - C5 C14 E21

- - - ELSE

- - ELSE

--C4 ce * * ]Ria

---C7**C8** E17

- - - ELSE

- - - C9 B15

- - - CIO R16

- - ELSE

- - C3 C14 Kll

- - - C15 B12

- - ELSE

- - C5 C14 B19

---CIS** R20

- - ELSE

- - - ELSE

123
DATUM ; Response modification factor

SECTION: 3.3.2 (A) LABEL : R NUMBER: 3354

INGREDIENTS

Datum Label Number

Number of different framing systems in the building

Weight supported by individual framing system

Total gravity weight of building

Single system response modification factor

3357

YWRX 3360

W 4215 RX 3345

DECISION TABLE 12 3 4

1 Number of different framing systems in the building > 1 * N Y Y Y

2 Weight supported by individual framing system < 10% of Total * . Y N N gravity weight of building *

3 Single system response modification factor (for the framing system) < * . . Y N Single system response modification factor (for all systems above) *A ****************************************************************************************

*

1 R = Single system response modification factor * X X X

2 R = (lowest) single system response modification factor (for all systems * X

above) *

DATUM : Weight supported by individual framing system

SECTION: 3.3.2 (A) LABEL : YWRX NUMBER: 3360

INGREDIENTS

Datum Label Number

Total gravity weight of building W 4215

COMMENTS

This datum is used in evaluating datum 3354. It was assumed that the weight supported

by any framing system should be determined following the same provisions that are used

in determining the total weight of the building.

124
DATUM : Combined framing requirement

SECTION: 3.3.2 (B) LABEL: CFR NUMBER: 3363

INGREDIENTS

Datum Label Number

Number of different framing systems in the building 3357

Component detailed to requirements for system with highest RX 3366

DECISION TABLE 1 2 E

1 Number of different framing systems in the building > 1 * N Y

2 Component detailed to req for system with highest RX = true for each * . Y component common to different system *

* *********************************************************************************

*

1 CFR = satisfied * XX

2 CFR = violated * X

*

COMMENTS

L. The detailing requirements are not directly affected by the value of R, however, they

do depend on the same ingredients as the value of R (and some others in addition).

For example, the value of R for a reinforced concrete frame depends on whether it is an "ordinary" or a "special" moment frame as do the detailing requirements for reinforced concrete frames (data numbers 11600 and 11700),

125
DATUM

General framing requirement

SECTION : 3.3.3, 3.3.4, and 3.3.5 LABEL : GFR NUMBER: 3369

INGREDIENTS

Datum Label Number

General framing class

Seismic performance category

Category C and D seismic resisting system limitation

Category C and D interaction requirement

Category C and D deformation compatibility requirement

GFC 3303

SPC 1490

CCDSRS 3372

CCDIR 3381

CCDDCR 3390

DECISION TABLE 1 2 E

1 General framing class = not defined * N N

2 Seismic performance category = C or D * N Y

3 Category C and D seismic resisting system limitation = satisfied * . Y

4 Category C and D interaction requirement = satisfied * . Y

5 Category C and D deformation compability requirement = satisfied * . Y

* ***************************************************************************************

A

1 GFR = satisfied * XX

2 GFR = violated * X

*

COMMENTS

1. Condition 1 was introduced into this decision table to point out one of the consequences

of the ELSE rules that were disucssed for datum 3303.

126
DATUM : Category C and D seismic resisting system limitation

SECTION: 3.3.4 (A) and 3.3.4 (D) LABEL: CCDSRS NUMBER: 3372

INGREDIENTS

Datum Label Number

Seismic performance category

General framing class Frame response type

Seismic resisting system material

Earthquake force effect

Total height

Special moment frame extends down to foundation

SPC 1490

GFC 3303

3327

3375

QE 3706

2227

3378

DECISION TABLE 2 3 4 5 6 7

1 Seismic performance category = C

2 (Seismic performance category = D)

3 General framing class = Moment frame

4 General framing class = Dual system

5 General framing class = Bearing wall or^ Braced frame

6 Frame response type = special

7 Seismic resisting system material = steel or reinforced

concrete

8 Earthquake force effect (in any walls or frame in one plane) £ 33% of total earthquake force effect

9 Total height ^ 100' 10 Total height ^ 160'

11 Total height ^ 240'

12 Special moment frame extends down to foundation = true ******************************************************************

*

1 CCDSRS = satisfied *XXXXXXXX 2 CCDSRS = violated * X

*

*

* Y Y Y Y N N N N

* - - - - + + + +

* . - Y

- - Y

-

* . - - Y

- - Y

* . Y

- - Y- -

* . , Y + • Y +

* . Y + + Y + +

*

* . Y , , . Y . • *

* . - - - Y N N N

* Y N N N + Y . . * + Y . . + + • • * , , Y Y , , Y Y

*

COMMENTS:

1. This decision table is called for only if the seismic* performance category is C or D.

2. Condition 8 concerning walls in one plane is ambiguous. It can be interpreted as not permitting any single wall (or frame) to resist over 1/3 the total without con- sidering other walls in its same plane or as not permitting all the walls (or frames)

in a given plane to collectively resist over 1/3 the total. The commentary seems to imply the former.

3. The height limits Imposed by this decision table are effectively modified by provisions for category C and D buildings in chapters 10 and 11, See datums 10500 and

11556.

127
DATUM : Category C and D interaction requirement

SECTION ; 3»3.4 (B) LABEL: CCDIR NUMBER: 3381

INGREDIENTS

Datum Label Number

Seismic resisting system

SRS enclosed or adjoined by more rigid elements

SRS design provides for reaction of rigid elements to drift

3309

3384

ZSRSID 3387

DECISION TABLE 12 3 4

*

1 Seismic resisting system = unbraced frame *

2 SRS enclosed or adjoined by more rigid elements = true *

3 SRS design provides for reaction of rigid elements to drift = true *

N Y Y Y

. N Y Y

. . Y N *****************************************************************

*

1 CCDIR = satisfied * XXX

2 CCDIR = violated * X

*

DATUM : SRS design provides for reaction of rigid elements to drift

SECTION : 3.3.4 (B) LABEL: ZSRSID NUMBER: 3387

INGREDIENTS

Datum Label Number

Design story drift DRIFT 4660

COMMENTS

1, The method of evaluating the effect of drift on the interaction of the SRS frame and

surrounding rigid elements and the method of accounting for the effect are not specified beyond making reference to the design story drift.

128
DATUM ; Category C and D deformation compatibility requirement

SECTION: 3.3.4 (C) LABEL: CCDDCR NUMBER: 3390

INGREDIENTS

Datum Label Number

Strength of structural components not a part of SRS Effect of vertical loads and design story drift

Material of component or system

Category C and D non-seismic resisting system concrete requirement

ZSNSRS 3393

YQVD 3396

2115

CCDNSR 11563

DECISION TABLE 1 2 E

*

1 Strength of structural components not a part of SRS _ Effect of * Y Y vertical loads and design story drift *

2 Material of component or system = concrete * NY

3 Category C and D non-seismic existing system concrete requirement = * . Y satisfied *

************************************************************************

*

1 CCDDCR = satisfied * XX

2 CCDDCR = violated * X

*

COMMENTS

1. This provision effectively is a strength requirement for structural components that are not a part of the seismic resisting system.

2. Datum 11563 contains several detailing requirements for concrete components. It is not explicitly referenced in section 3.3.4 (C). See that datum for further comment.

DATUM : Strength of structural components not a part of the SRS

SECTION: 3.3.4 (C) LABEL: ZSNSRS NUMBER: 3393

INGREDIENTS

Datum Label Number

Strength of wood components

Strength of steel components

Strength of concrete components and systems

Strength of masonry components

XSW 9210

XSS 10210

SC 11210

XSM 12210

COMMENTS

The text is not clear as to how one determines the resistance of structural components

not a part of the seismic resisting system. It was assumed that the intent is to use

the increased strengths provided in chapters 9 through 12, although it is also not clear

that these chapters would be applicable to such components.

129
DATUM : Effect of vertical loads and design story drift

SECTION: 3.3.4 (C) LABEL : YQVD NUMBER: 3396

INGREDIENTS

Datum Label Number

Dead load effect

Live load effect

Snow load effect

Design story drfit

YQD 3707

YQL 3708

YQS 3710

DRIFT 4660

COMMENTS

1. It was assumed that the same gravity loads specified in section 3.7 for component

design should be used for evaluating the effects of gravity load and drift on structural

components that are not a part of the seismic resisting system.

DATUM : Building configuration

SECTION: 3.4 LABEL: BC NUMBER: 3405

INGREDIENTS

Datum Label Number

Plan configuration

Vertical configuration

Geometric configuration of building

Location of center of building mass Location of center of seismic resisting system

PC 3410

vc 3415

3420

3425

3430

DECISION TABLE 2 3 4 5

1 Geometric configuration of building is approximately symmetrical and

Location of center of building mass is approximately at Location of

center of seismic resisting system

2 Plan configuration = regular

3 Vertical configuration = regular ****************************************************************************

1 BC = regular * X

2 BC = irregular **

N N N N

X X X X

COMMENTS:

1. Condition 1 will be difficult to evaluate.

2. Conditions 2 and 3 are strongly implied by the format of the section.

3. Rules 2 through 5 are shown here, rather than being grouped and labeled ELSE, to show

that it is possible for a building to be irregular even though conditions 2 and 3 are

both regular.

130
DATUM : Plan configuration

SECTION: 3.4.1 LABEL: PC NUMBER: 3410

INGREDIENTS

Datum Label Number

Geometric configuration of building 3420

Building has re-entrant corners with significant dimensions 3435

Location of center of building mass 3425

Location of center of seismic resisting system 3430

Any diaphragm has significant changes in strength or stiffness 3445

DECISION TABLE 1 2 *

1 Geometric configuration of building = not approximately symmetrical o£ * Y N Building has re-entrant corners with significant dimensions = true ££ * Location of Center of building mass is significantly different than Location * of center of seismic resisting system at any level ^£ * Any diaphragm has significant changes in strength or stiffness = true *

*

1 PC = regular * X

2 PC = irregular * X

*

COMMENTS

1. "Approximately" and "significant" make this provision difficult to evaluate.

2. The text indicates that the plan configuration is to be classified as regular or irregular "for purposes of determining diaphragm component forces and distribution

of seismic forces to the vertical components ...," yet no provisions make use of this

classification (except, by implication, the overall building configuration, datum 3405),

The indicated cross reference is never fulfilled.

131
DATUM : Vertical configuration

SECTION: 3.4.2 LABEL: VC NUMBER: 3415

INGREDIENTS

Datum Label Number

Geometric configuration of building with respect to vertical axis 3450

Building has horizontal offsets with significant dimensions 3455

Total weight at level X YWX 4340

Story stiffness 3465

DECISION TABLE 1 2

A

1 Geometric configuration of building with respect to vertical axis = not * Y N symmetrical or_ * Building has horizontal offsets with significant dimensions = true or * Ratio of story weight to Story stiffness varies significantly between * adjacent stories **

A

1 VC = regular * X

2 VC = irregular * X

A

COMMENTS

1. "Approximately" and "significant" make this provision difficult to evaluate.

2. The text refers to the "story mass," and it was assumed that this is the same quantity

as the story weight defined in chapter 4 (datum 4340).

132
DATUM : Seismic load analysis requirement

SECTION: 3.5 and 3.2.3 LABEL: SLAR NUMBER: 3510

INGREDIENTS

Datum Label Number

Seismic load analysis used 3520

Required seismic load analysis RSLA 3530

Fundamental period of building used in analysis 3540

Approximate building period TA 4255

Soil structure interaction use requirement SSIUR 3270

DECISION TABLE 1 2 E

*

1 Seismic load analysis used ^ Required seismic load analysis * Y Y

2 Seismic load analysis used > Required seismic load analysis ov_ * N Y Required seismic load analysis > level 3 (Modal analysis) *

3 Fundamental period of building used in analysis ^1.4 Approximate building * . Y period *

4 Soil structure interaction use requirement = satisfied * Y Y

*

1 SLAR = satisfied * X X

2 SLAR = violated * X

*

COMMENTS

:

1. Condition 2 contains an ^£ because the limitation on period applies whether the

advanced analysis is required or used at the option of the designer.

2. The text limits the period to those periods permitted in chapters 4 or 5. However,

since chapter 5 places no limit explicitly on the period, but does place a limit on

base shear equal to what chapter 4 would give if 1,4 TA were used, the assumption was made that condition 3 as shown above actually reflects the intent.

3. Condition 4 is found in section 3.2.3. It was placed in this decision table because

it was assumed that this provided the most appropriate place for it.

133
DATUM : Required seismic load analysis

SECTION : 3.5.1, 3.5.2. and 3.5.3 LABEL : RSLA NUMBER: 3530

INGREDIENTS

Datum Label Number

Seismic performance category

Building configuration

Plan configuration

Vertical configuration

SPG 1490

BC 3405

PC 3410

VC 3415

DECISION TABLE 12 3 4

Seismic performance category = A

Seismic performance category = B (Seismic performance category = C or D)

Building configuration = regular

Plan configuration = regular and

Vertical configuration = irregular

Y

-

- Y N N N

N N N + + +

Y N N

. Y N

*******************************************************************************

* RSLA = level 1 (ties and continuity) (no seismic load analysis) * X

RSLA = level 2 (Equivalent Lateral Force) * RSLA = level 3 (Modal) * RSLA = level 4 (special dynamic) *

X X

X

134
DATUM ; Analyzed earthquake force effect

SECTION: 3.5 LABEL : QANAL NUMBER : 3560

INGREDIENTS

Datum Label Number

Seismic load analysis used

Earthquake load effect from ELF/Modal analysis

Earthquake force effect from more rigorous analysis

QELFMD

3520

4010

3550

DECISION TABLE

1 Seismic load analysis used = level 2 (ELF) or level 3 (Modal) N ***************************************************************************

*

1 QANAL = Earthquake load effect from ELF/Modal analysis * X

2 QANAL = Earthquake force effect from more rigorous analysis * X

*

COMMENTS

1. This datum is only called for buildings that require a seismic load analysis of level

2 or higher. It is called for in section 3.7.

135
DATUM : Structural design and detailing requirement

SECTION: 3.6 and 3.3.2 (B) LABEL

SDDR NUMBER: 3610

INGREDIENTS

Datum Label Number

Seismic performance category

Category A design and detailing requirement

Category B design and detailing requirement

Category C design and detailing requirement

Category D design and detailing requirement

Combined framing requirement

SPC 1490

CADDR 3620

CBDDR 3630

CCDDR 3670

CDDDR 3680

CFR 3363

DECISION TABLE 1 2 3 4 E

Seismic performance category = A Seismic performance category = B Seismic performance category = C (Seismic performance category = D)

Category A design and detailing requirement = satisfied

Category B design and detailing requirement = satisfied

Category C design and detailing requirement = satisfied

Category D design and detailing requirement = satisfied

Combined framing requirement = satisfied

Y - -

- Y

- - - Y

Y Y Y ***************************************************************************************

* SDDR = satisfied * X X X X SDDR = violated * X

*

COMMENTS

Section 3,6 contains requirements with many cross-references to other sections of the

provisions. In a sense, it is a directory that controls the organization of large

portions of the remaining provisions.

Condition 9 is not actually mentioned in section 3.6. It was assumed that this was

the most appropriate datum to include it in.

136
DATUM ; Category A design and detailing requirement

SECTION: 3.6.1 LABEL: CADDR NUMBER: 3620

INGREDIENTS

Datum Label Number

Interconnection requirement

Concrete/masonry wall anchorage requirement

Nonstructural anchorage requirement

Category A foundation requirement

Category A wood requirement

Category A steel requirement

Category A concrete requirement

Category A masonry requirement

IR 3737

CMWAR 3741

NSAR 3747

ZCAFR 7300

CAWR 9300

ZCASR 10300

CACR 11300

ZCAMR 12300

DECISION TABLE

Interconnection requirement = satisfied

Concrete/masonry wall anchorage requirement = satisfied

Nonstructural anchorage requirement = satisfied

Category A foundation requirement = satisfied

Category A wood requirement = satisfied

Category A steel requirement = satisfied

Category A concrete requirement = satisfied

Category A masonry requirement = satisfied ***********************************************************************

* CADDR = satisfied * X

CADDR = violated * X

*

COMMENTS

1. This provision specifies which portions of section 3.7 are applicable to category A

buildings.

137
DATUM : Category B design and detailing requirement

SECTION: 3.6.2 LABEL: CBDDR NUMBER: 3630

INGREDIENTS

Datum Label Number

Category A design and detailing requirement

Component design requirement

Category B openings requirement

Category B foundation requirement

Category B wood requirement

Category B steel requirement

Category B concrete requirement

Category B masonry requirement

CADDR 3620

CDR 3700

CBOR 3640

CBFR 7400

CBWR 9400

CBSR 10400

CBCR 11400

CBMR 12400

DECISION TABLE

Category A design and detailing requirement = satisfied

Component design requirement = satisfied

Category B openings requirement = satisfied

Category B foundation requirement = satisfied

Category B wood requirement = satisfied

Category B steel requirement = satisfied

Category B concrete requirement = satisfied

Category B masonry requirement = satisfied ***************************************************************************************

* CBDDR = satisfied * X

CBDDR = violated * X

A

COMMENTS

1. Even though condition 2 refers to the design requirements of section 3.7, note that

datum 3700 does not include all of the design requirements of section 3.7 because the text of this section (3.6.2) excludes one portion of section 3.7.

138
DATUM : Category B openings requirement

SECTION: 3.6.2 (C) LABEL : CBOR NUMBER: 3640

INGREDIENTS

Datum Label Number

Openings present in shear walls, diaphragms, or plate elements

Chords provided at edges of each opening

Chords resist local stresses caused by opening

Chords extend beyond opening to develop and distribute chord stress

3645

3650

3655

3660

DECISION TABLE 1 2 E

1 Openings present in shear walls, diaphragms, or plate elements = true * NY

2 Chords provided at edges of each opening = true * . Y

3 Chords resist local stresses caused by opening = true * . Y

4 Chords extend beyond opening to develop and distribute chord * . Y

stress = true *

* *****************************************************************************

*

1 CBOR = satisfied * XX

2 CBOR = violated * X

*

COMMENTS

1. Condition 3 is a strength requirement; as such it may be redundant.

2. Condition 4 is a detailing requirement that may also be redundant because of the

strength requirement.

139
DATUM : Category C design and detailing requirement

SECTION: 3.6.3 LABEL: CCDDR NUMBER: 3670

INGREDIENTS

Datum Label Number

Category B design and detailing requirement

Category C and D vertical motion requirement

Category C foundation requirement

Category C wood requirement

Category C and D steel requirement

Category C and D concrete requirement

Category C masonry requirement

CBDDR 3630

CCDVMR 3790

CCFR 7500

CCWR 9500

CCDSR 10500

CCDCR 11500

CCMR 12500

DECISION TABLE

Category B design and detailing requirement = satisfied

Category C and D vertical motion requirement = satisfied

Category C foundation requirement = satisfied

Category C wood requirement = satisfied

Category C and D steel requirement = satisfied

Category C and D concrete requirement = satisfied

Category C masonry requirement = satisfied

A CCDDR = satisfied * X CCDDR = violated * X

A

140
DATUM : Category D design and detailing requirement

SECTION: 3.6.4 LABEL: CDDDR NUMBER: 3680

INGREDIENTS

Datiom Label Number

Category C design and detailing requirement

Category D foundation requirement

Category D wood requirement

Category C and D steel requirement

Category C and D concrete requirement

Category D masonry requirement

CCDDR 3670

CDFR 7600

CDWR 9600

CCDSR 10500

CCDCR 11500

CDMR 12600

DECISION TABLE

1 Category C design and detailing requirement = satisfied

2 Category D foundation requirement = satisfied

3 Category D wood requirement = satisfied

4 Category C and D steel requirement = satisfied

5 Category C and D concrete requirement = satisfied

6 Category D masonry requirement = satisfied **********************************************************************************

* CDDDR = satisfied * X

CDDDR = violated * X

COMMENTS

1. Condition 1 is not stated in the text. It was put in the table because it is consistent

with all other chapters to do so. It appears to be a simple omission.

Conditions 4 and 5 are implicitly determined by condition 1,

141
DATUM : Component design requirement

SECTION: 3.7 LABEL : CDR NUMBER: 3700

INGREDIENTS

Datum Label Number

Critical earthquake force direction requirement

Discontinuity requirement

Redundancy requirement

Interconnection requirement

Concrete/masonry wall anchorage requirement

Nonstructural anchorage requirement

Collector requirement

Diaphragm requirement

Bearing wall requirement

CEQFDR 3701

DISR 3719 RR 3725

IR 3737

CMWAR 3741

NSAR 3747

CR 3752

DIAPR 3755

BWR 3770

DECISION TABLE 1 E

Critical earthquake force direction requirement = satisfied

Discontinuity requirement = satisfied

Redundancy requirement = satisfied

Interconnection requirement = satisfied

Concrete/masonry wall anchorage requirement = satisfied

Nonstructural anchorage requirement = satisfied

Collector requirement = satisfied

Diaphragm requirement = satisfied

Bearing wall requirement = satisfied ************************************************************************************

CDR = satisfied * X

CDR = violated * X

*

COMMENTS

Section 3.7 contains some provisions that are ingredients to the strength requirement

(datum 3120) and others that are ingredients to the design and detailing requirements

of section 3.6. The split between the two may seem arbitrary. This datum sums up those

provisions that are ingredients to the design and detailing requirements, with the

exception of section 3.7.12. This datum could well be called "Category B component

design requirement," since that is where it is directly used.

142
DATUM : Critical earthquake force direction requirement

SECTION; 3.7 and 3.7.2 LABEL : CEQFDR NUMBER: 3701

INGREDIENTS

Datum Label Number

Direction of seis force produces most critical effect in each comp 3715

Combination of orthogonal directions used for critical direction 3716

DECISION TABLE 1 2 E

*

1 Direction of seis force produces most critical effect in each comp = true * Y +

2 Combination of orthogonal directions used for critical direction = true * N Y

* ***************************************** **************************************^

*

1 CEQFDR = satisfied * X X

2 CEQFDR = violated * X

*

143
DATUM : Required strength

SECTION: 3.7 and 3.6.1 LABEL: RS NUMBER: 3702

INGREDIENTS

Datum Label Number

Seismic performance category SPC 1490

Minimum Seismic force MFP 3731

Combined load effect QTOT 3704

DECISION TABLE 12 3 *

1 Seismic performance category = A * Y N N

2 Minimum seismic force > Combined load effect * . Y N

* *****************************************************************************

*

1 RS = Minimum seismic force * XX

2 RS = Combined load effect * X

*

COMMENTS

1. The comparison in condition 2 which is used to develop rule 2 is the manifestation of

the minimum forces introduced in sections 3.7.5, 3.7.6 and 3.7.7. It doesn't seem particularly valid to compare a minimum seismic force to a total combined load, but

that is what those sections imply. It would appear to be more consistent to compare

the minimum to the seismic force before developing the combined load, as is done for

diaphragms in section 3.7.9, for example.

2. The text of section 3.7 could also be read to require resistance to gravity loads alone,

but that was assumed to be outside the scope of these provisions, as directed by

chapter 1

.

144
DATUM: Combined load effect

SECTION: 3.7.1. 3.7.12 LABEL : QTOT NUMBER: 3704

INGREDIENTS

Datum Label Number

Seismic performance category SPC 1490

Altered load combination used to satisfy vertical motion requirement 3796

Additive load combination XQADD 3705

Counteracting load combination QOPPOS 3713

Altered load combination for effects of vertical motion QV 3797

DECISION TABLE 1 2 3 *

1 Seismic performance category =CorD *NYY

2 Altered load combination used to satisfy vertical motion requirement = true * . N Y

* ***********************************************************************************

*

1 QTOT = MAX[XQADD, QOPPOS] * X X

2 QTOT = MAX[XQADD, QOPPOS, QV] * X

*

COMMENTS

:

1. The permissive "may" in section 3.7.12 is the reason that condition 2 and rule 2 appear

in this decision table.

DATUM: Additive load combination

SECTION: 3.7.1 LABEL : XQADD NUMBER: 3705

INGREDIENTS

Datum Label Number

Dead load effect

Live load effect

Snow load effect

Earthquake force effect

YQD 3707

YQL 3708

YQS 3710

QE 3706

FUNCTION

:

XQADD = 1.2 YQD + 1.0 YQL + 1.0 YQS ± 1.0 QE

145
DATUM : Earthquake force effect

SECTION : 3.7, 3.7.9, 3.7.10, 3.7.11 LABEL : QE NUMBER: 3706

INGREDIENTS

Datum Label Number

Critical earthquake load effect

Element of building (component)

Minimum diaphragm seismic force effect

Minimum bearing wall seismic force

Type of seismic force effect

Adjustment to overturning moment of inverted pendulum

QCRIT 3711

2114

XQDIAP 3765

XQBW 3771

3786

XAOMIP 3788

DECISION TABLE 12 3 4

1 Element of building (component) = floor or roof diaphragm

2 Element of building (component) = bearing wall

3 Element of building (component) = column of an inverted pendulum and

Type of seismic force effect = overturning moment

N Y

- N - Y

N - -

A**AAA*A*:fc*:fc*A:fcA:fc:fc:'t:fe:'::fc:te:!t:feA*:fcAAA:fc:%*:teA*:fcAAA**A*:frA*:fcAAA:fc*AA:fe:feAA*AA

1 QE = QCRIT

2 QE = MAX [QCRIT, XQDIAP]

3 QE = MAX [QCRIT, XQBW]

4 QE = QCRIT + XAOMIP

COMMENTS

1. The modified seismic force effects for diaphragms, bearing walls and inverted pendulums

are described in sections 3.7.9, 3.7.10, and 3.7.11.

146
DATUM: Dead load effect

SECTION: 3.7.1 LABEL : YQD NUMBER: 3707

INGREDIENTS

Datum Label Number

Dead load 2146

COMMENTS

1. Dead load is defined in chapter 2, so it was assumed that this definition is to be used

in determining the dead load effect.

DATUM: Live load effect

SECTION: 3.7.1 LABEL : YQL NUMBER: 3708

INGREDIENTS

Datum Label Number

Live load 2148

COMMENTS

1. Live load is defined in chapter 2, so it was assumed that this definition is to be used

in determining the live load effect.

DATUM: Snow load effect

SECTION ; 3.7.1 LABEL : YQS NUMBER : 3710

INGREDIENTS

Datum Label Number

Effective snow load ESL 4230

COMMENTS

1. The effective snow load is defined in chapter 4 (by way of reference to chapter 2),

so it was assumed that this definition is to be used in determining the snow load effect,

147
DATUM : Critical earthquake load effect

SECTION: 3.7.2 LABEL ; QCRIT NUMBER: 3711

INGREDIENTS

Datum Label Number

Combination of orthogonal directions used for critical direction 3716

Orthogonal combination earthquake force effect QORTHO 3717

Analyzed earthquake force effect QANAL 3560

DECISION TABLE 1 2

1 Combination of orthogonal directions used for critical direction = true * Y N *************************************************************************************

A

1 QCRIT = QORTHO * X

2 QCRIT = QANAL * X

*

COMMENTS

1. The permissive "may" in section 3.7.2 is the reason for the choice in the manner of

determining the critical earthquake force effect.

148
DATUM : Counteracting load combination

SECTION: 3.7.1 LABEL: QOPPOS NUMBER: 3713

INGREDIENTS

Datum Label Number

Component behavior

Dead load effect

Earthquake force effect

3714

YQD 3707

QE 3706

DECISION TABLE 1 2

1 Component behavior = brittle * NY

* ******************************************************************************** *^

*

1 QOPPOS = 0.8 YQD ± 1.0 QE * X

2 QOPPOS =0.5 YQD ± 1.0 QE * X

*

COMMENTS

1. Components with brittle behavior specifically include steel columns that have splices

with partial penetration welds and unreinforced masonry components. Otherwise, brittle

behavior is not clearly defined.

DATUM ; Orthogonal combination earthquake force effect

SECTION: 3.7.2 LABEL : QORTHO NUMBER: 3717

INGREDIENTS

Datum Label Number

Analyzed earthquake force effect QANAL 3560

DECISION TABLE 1 2 *

1 QANAL (1) + 0.3 QANAL (2) > 0.3 QANAL (1) + QANAL (2) * Y N

* ***************************************************************************************

*

1 QORTHO = QANAL (1) + 0.3 QANAL (2) * X

2 QORTHO = 0.3 QANAL (1) + QANAL (2) * X

*

COMMENTS

1. Subscripts (1) and (2) refer to two orthogonal axes about which QANAL is determined.

2. This decision table is written in vector notation, which seems to be the correct interpretation of the text, although other interpretations are possible.

149
DATUM : Discontinuity requirement

SECTION; 3.7.3 LABEL: DISK NUMBER: 3719

INGREDIENTS

DatuTD Label Number

Story strength ratio YSSR 3720

Design considers potential effect of strength ratio 3722

Strengths adjusted to compensate for strength ratio 3723

DECISION TABLE 1 2 E

A

1 Story strength ratio in any story is significantly less than that for the * NY

story above *

2 Design considers potential effects of strength ratio = true * . Y

3 Strengths adjusted to compensate for strength ratio = true * . Y

*

*

1 DISR = satisfied * X X

2 DISR = violated * X

*

COMMENTS

1. Condition 1 will be difficult to evaluate because of the word "significantly".

2. No direction is given for how the strengths should be adjusted in condition 3.

DATUM : Story strength ratio

SECTION: 3.7.3 LABEL: YSSR NUMBER: 3720

INGREDIENTS

Datum Label Number

Required strength

Member strength

Connection strength

RS 3702

YMS 3125

YCS 3130

COMMENTS

The story strength ratio is the ratio of the strength provided to the strength required

for a given story. It is not clear if this should be taken as the lowest such ratio

for all the components in a given story, or if some other method should be used.

150
DATUM : Redundancy requirement

SECTION: 3.7.4 LABEL : RR NUMBER: 3725

INGREDIENTS

Datum Label Number

Stability of building endangered by failure of single component

Design considers potentially adverse effect of instability

Building modified to mitigate effects of component failure

3726

3728

3729

DECISION TABLE 1 2 E

1 Stability of building endangered by failure of single component = true * NY

2 Design considers potentially adverse effect of instability = true * . Y

3 Building modified to mitigate effects of component failure = true * . Y *************************************************************************************

*

1 RR = satisfied * XX

2 RR = violated * X

*

COMMENTS

1. All of the conditions in this table are of a qualitative nature.

151
DATUM: Minimum seismic force

SECTION : 3.7.5, 3.7.6, and 3.7.7 LABEL : MFP NUMBER: 3731

INGREDIENTS

Datum Label Number

Element of building (component)

Effective peak velocity-related acceleration

Weight of smaller portion of building

Beam, girder, or truss reaction

Effect of nonstructural seismic force

2114

EPV 1415

YWSP 3732

YBGTR 3734

YQFP 3749

DECISION TABLE 12 3 4 5

Element of building = seismic tie between any two portions of the

building

Element of building = any beam, girder, or truss support

Element of building = any concrete wall or masonry wall

Element of building = anchorage for any nonstructural component

covered in chapter 8

Y - - - N

- Y - -

- - Y

-

- - - Y

***************************************A******************** A*******A**^

* MFP = MAX [EPV/3, 0.05] * YWSP

MFP = 5% of Beam, girder, or truss reaction (horizontally)

MFP = 1000 EPV (pounds per foot) at each connected floor and roof MFP = Effect of nonstructural seismic force

MFP =

X

X

COMMENTS

1. Action 5 is assumed.

152
DATUM : Weight of smaller portion of building

SECTION: 3.7.5 LABEL: YWSP NUMBER: 3732

INGREDIENTS

Datum Label Number

Total gravity weight of building W 4215

COMMENTS

1. It is assumed that the weight of the smaller portion of the building should be evaluated

in the same manner as specified for the total weight in chapter 4.

DATUM : Beam, girder, or truss reaction

SECTION: 3.7.5 LABEL: YBGTR NUMBER: 3734

INGREDIENTS

Datum Label Number

Dead load effect YQD 3707

Live load effect YQL 3708

FUNCTION:

YBGTR = YQD + YQL

153
DATUM : Interconnection requirement

SECTION: 3.7.5 LABEL : IR NUMBER: 3737

INGREDIENTS

Datum Label Number

All parts of the building are interconnected 3740

DECISION TABLE 1 2

1 All parts of the building are interconnected = true Y N *****************************************************************

*

1 IR = satisfied * X

2 IR = violated * X

*

COMMENTS

1. Note that this requirement is related to the load path requirement (datum 3145), but

it does not duplicate it. This requirement is intended to cover elements and connections

that are not on the "designed load path."

2. The text is somewhat unclear in that "each part ... interconnected" could mean that

each part should be connected to one other part or to all other parts.

3. The text of section 3.7.5 contains a somewhat awkward combination of minimum force

requirements and this design requirement.

154
DATUM : Concrete/masonry wall anchorage requirement

SECTION: 3.7.6 LABEL: CMWAR NUMBER: 3741

INGREDIENTS

Datum Label Number

Direct connection provided between each conc/mas wall and ea floor/roof

Spacing of wall anchorage connectors

Wall designed to resist bending between connectors

3743

3744

3746

DECISION TABLE 1 2 E

1 Direct connection provided between each concrete/masonry wall

and each floor/ roof = true

2 Spacing of wall anchorage connectors > 4 feet

3 Wall designed to resist bending between connectors = true

Y Y

N Y

. Y

*

1 CMWAR = satisfied * XX

2 CMWAR = violated * X

*

COMMENTS

1. The text of section 3.7.6 contains a somewhat awkward combination of a minimum seismic

force and this design requirement.

155
DATUM : Nonstructural anchorage requirement

SECTION: 3.7.7 LABEL: NSAR NUMBER: 3747

INGREDIENTS

Datum Label Number

Effect of nonstructural seismic force YQFP 3749

Anchorage provided for nonstructural component 3750

DECISION TABLE 12 3 *

1 Effect of nonstructural seismic force =0 * Y N N

2 Anchorage provided for nonstructural component = true * . Y N

*

1 NSAR = satisfied * XX

2 NSAR = violated * X

*

COMMENTS

1. Note that this applies to all buildings, and thus even category A buildings will

require a seismic analysis of some nonstructural components in accordance with

Chapter 8.

DATUM: Effect of nonstructural seismic force

SECTION: 3.7.7 LABEL : YQFP NUMBER: 3749

INGREDIENTS

Datum Label Number

Nonstructural seismic force FP 8115

COMMENTS

1. The effect of the non structural seismic force is a function of the force itself

plus geometric factors.

156
DATUM : Collector requirement

SECTION: 3.7.8 LABEL: CR NUMBER: 3752

INGREDIENTS

Datum Label Number

Collector elements provided 3753

DECISION TABLE 1 2

*

1 Collector elements provided to transfer seismic forces from origin to * Y N resistance = true *

************************************************************************

*

1 CR = satisfied * X

2 CR = violated * X

*

COMMENTS

1. This requirement seems to be redundant when considering the load path requirement.

157
DATUM : Diaphragm requirement

SECTION: 3.7.9 LABEL: DIAPR NUMBER: 3755

INGREDIENTS

Datum Label Number

Deflection in plane of diaphragm 3756

Permissible deflection of elements attached to diaphragm 3758

Diaphragm design provides for both shear and bending stress 3761

Diaphragm provides anchorage for seismic wall forces 3762

Ties or struts provided to distribute seismic wall forces 3764

DECISION TABLE 1 2 E

*

1 Deflection in plate of diaphragm £ Permissible deflection of elements * Y Y attached to diaphragm *

2 Diaphragm design provides for both shear and bending stress = true * Y Y

3 Diaphragm provides anchorage for seismic wall forces = true * NY

4 Ties or struts provided to distribute seismic wall forces = true * . Y

* *******************************************************************

*

1 DIAPR = satisfied * XX

2 DIAPR = violated * X

*

COMMENTS

L. The text of section 3.4.1 indicates that the classification of the plan configuration

will be used "For purposes of determining diaphragm component forces ..." It seems

that this section would be an appropriate place to make use of such a classification,

but no such reference is included in section 3.7.9 (also see comment 2 on datum 3410).

I. Permissible deflection is defined as that which allows all attached components to retain structural integrity and support.

158
DATUM ; Minimum diaphragm seismic force effect

SECTION: 3.7.9 LABEL : XQDIAP NUMBER: 3765

INGREDIENTS

Datum Label Number

Effective peak velocity-related acceleration

Weight of diaphragm and attached components

Portion of story shear transferred by the diaphragm

EPV 1415

YWD 3767

YVX 3768

FUNCTION :

XQDIAP =0.5 (EPA)(YMD) + YVX

DATUM : Weight of diaphragm and attached components

SECTION: 3.7.9 LABEL: YWD NUMBER: 3767

INGREDIENTS

Datum Label Number

Total gravity weight of building W 4215

COMMENTS

1. It was assumed that the weight of the diaphragm should be evaluated following the same provisions that are used to determine the total gravity weight of the building.

DATUM : Portion of story shear transferred by the diaphragm

SECTION: 3.7.9 LABEL: YVX NUMBER: 3768

INGREDIENTS

Datum Label Number

Story shear force effect YQVX 4420

COMMENT

1. The portion of the story shear transferred by the diaphragm can be determined as the

story shear effects are determined from the distribution of the story shear.

159
DATUM : Bearing wall requirement

SECTION: 3.7.10 LABEL : BWR NUMBER: 3770

INGREDIENTS

Datum Label Number

Combined load effect on wall connections

Element of building (component)

Connection strength

Ductility

Rotation capacity

YQBWC 3780

2114

YCS 3130

3776

3777

DECISION TABLE 12 3

Element of building = connection between wall elements ^r

Element of building = connection from wall to supporting framework

Connection strength > Combined load effect on wall connections or Ductility > Combined load effect on wall connections ^r

Rotation capacity > Combined load effect on wall connections

N Y Y

Y N

BWR = satisfied

BWR = violated

** XX

* X

COMMENTS

1. The full meaning of condition 2 does not appear to be clear.

160
DATUM: Minimum bearing wall seismic force

SECTION; 3.7.10 LABEL : XQBW NUMBER: 3771

INGREDIENTS

Datum Label Number

Effective peak velocity-related acceleration EPV 1415

Weight of component (WC) 2273

FUNCTION

XQBW = MAX [EPV (WC) , 0.10 WC]

COMMENTS

1. The weight of the component is apparently the self weight of the bearing wall.

DATUM: Combined load effect on wall connections

SECTION: 3.7.10 LABEL: YQBWC NUMBER: 3780

INGREDIENTS

Datum Label Number

Thermal changes effect 3783

Shrinkage effect 3782

Settlement effect 3785

Earthquake force effect QE 3706

COMMENTS

1. The text lists the above ingredients, but does not indicate how they are to be combined.

The most conventional assumption would simply be to use the sum of them.

161
DATUM : Adjustment to overturning moment of Inverted pendulum

SECTION: 3.7.11 LABEL: XAOMIP NUMBER: 3788

INGREDIENTS

Datum Label Number

ELF Overturning moment at level X Total height

Height to point along inverted pendulum

ELFOMX 4520

(H) 2227

(h) 3789

FUNCTION

;

XAOMIP = ELFOMX

2H

DATUM : Category C and D vertical motion requirement

SECTION: 3.7.12 LABEL: CCDVMR NUMBER: 3790

INGREDIENTS

Datum Label Number

Member position

Member support

Member is prestressed

Vertical motions considered in determination of EQ effect

Altered load combination used to satisfy vertical motion requirement

3791

3792

3794

3795

3796

DECISION TABLE 1 2 3 4 E

1 Member position = horizontal

2 Member support = cantilever ot_ Member is prestressed = true

3 Vertical motions considered in determination of EQ effect = true

4 Altered load combination used to satisfy vertical motion

requirement = true

N Y Y Y

. N Y Y

. . Y N

. . - Y

********************************************************************************

*

1 CCDVMR = satisfied * X X X X

2 CCDVMR = violated * X

*

COMMENTS

1. Condition 4 and rule 4 occur because of the permissive "may" in section 3.7.12.

162
DATUM: Altered load combination for effects of vertical motion

SECTION: 3.7.12 LABEL : QV NUMBER: 3797

INGREDIENTS

Datum Label Number

3791

3792

3794

QE 3706

YQD 3707

Member position

Member support

Member is prestressed

Earthquake force effect

Dead load effect

DECISION TABLE 1 2 *

1 (Member position = horizontal) * + +

2 Member support = cantilever * Y N

3 (Member is prestressed = true) * . +

* *******************************************************************************

*

1 QV = -0.2 YQD * X

2 QV = 0.5 YQD ± 1.0 QE * X

*

COMMENTS

1. Conditions 1 and 3 are known implicitly because this table is only called for in

situations in which the condition values are as shown, (See datums 3790 and 3704.)

163
DATUM : Separation requirement

SECTION: 3.8 LABEL : SEPR NUMBER: 3810

INGREDIENTS

Datum Label Number

Separation between adjacent portions of buildings

Separation required to avoid damaging contact

Adjacent portions of building act as an integral unit in EQ

YSEPR

3820

3830

3840

DECISION TABLE 1 2 3

1 Separation between adjacent portions of buildings > Separation required * Y N N

to avoid damaging contact *

2 Adjacent portions of building act as an integral unit to in EQ = true * . Y N

*

*

1 SEPR = satisfied * X X

2 SEPR = violated * X

COMMENTS

1. The provisions refer to portions of a building, but not to adjacent (but separate)

buildings.

DATUM ; Separation required to avoid damaging contact

SECTION: 3.8 LABEL: YSEPR NUMBER: 3830

INGREDIENTS

Datum Label Number

Deflection at story X DEFLX 4610

COMMENTS

1, The text refers to the story deflection and to damaging contact, but does not give

guidance as to whether the required separation might be less than the sum of the

applicable deflections.

164
DATUM: Drift limit

SECTION: 3.8 LABEL : DL NUMBER: 3850

INGREDIENTS

Datum Label Number

Design story drift

Allowable story drift

DRIFT

ASD

4660

3860

DECISION TABLE 1 2

Y N

*

1 Design story drift £ allowable story drift for each story *

***********************************************************************

*

1 DL = satisfied * X

2 DL = violated * X

*

COMMENTS

Section 3.8 refers to both sections 4.6 and 5.8 for the design story drift, however, the

drift value of section 5.8 is not checked for P-delta effects, so this table shows a reference only to the final design drift, which applies to both ELF and Modal analyses.

165
DATUM: Allowable story drift

SECTION: 3.8 LABEL : ASD NUMBER: 3860

INGREDIENTS

Datum Label Number

Seismic hazard exposure group

Number of levels (stories)

Building contains brittle finishes

Story height below level X

SHEG 1430

2243

3870

2228

DECISION TABLE 12 3 4

Seismic hazard exposure group = III Seismic hazard exposure group = II (Seismic hazard exposure group =1)

Number of levels (stories) < 3 and

Building contains brittle finishes = false

- Y

N N

N N + +

N Y

*****************************************************************************

* ASD = 0.10 Story height below level X * X ASD = 0.15 Story height below level X ASD = 0.20 Story height below level X

X X

COMMENTS

1. Brittle finishes are not defined.

166
DATUM : Equivalent lateral force analysis requirement

SECTION : Chapter 4 LABEL: ELFAR NUMBER: 4001

INGREDIENTS

Datum Label Number

Seismic load analysis used

Specified ELF analysis procedures followed

Overturning moment requirement

3520

4002

OMR 4560

DECISION TABLE 1 2 E

1 Seismic load analysis used = level 2 (ELF)

2 Specified ELF analysis procedures followed = true

3 Overturning moment requirement = satisfied

N Y

. Y

. Y ***************************************************************************

*

1 ELFAR = satisfied * XX

2 ELFAR = violated * X

*

COMMENTS

L. This datum does not reference all of the provisions in chapter 4. Most of chapter 4 deals with the evaluation of the earthquake force effect. What this datum does is to require that the procedures given for evaluation of the earthquake force effect

be followed and to bring in the only other provision in chapter 4 that does not feed

into the earthquake force effect. This datum is in turn referenced in chapter 1.

167
DATUM : Earthquake load effect from ELF/Modal analysis

SECTION : Chapters 3,4, and 5 LABEL: QELFMD NUMBER: 4010

INGREDIENTS

Datum Label Number

Story shear force effect

Torsional moment effect

Overturning moment effect

Stability coefficient

Increase in force effects from second order effects

YQVX 4420

YQTM 4450

ZQOM 4510

XTHETA 4640

YQ20RD 4665

DECISION TABLE 1 2

1 Stability coefficient > 0.10 Y N ******************************************************************************

1 QELFMD = YQVX + YQTM +ZQ0M * X

2 QELFMD = YQVX + YQTM + ZQOM + YQ20RD * X

*

COMMENTS

L. The actions in this table are implied by the wording of chapters 3, 4, and 5 that is

used to refer to earthquake force effects. The condition comes specifically from

section 4.6.

i. Note that the reason chapter 5 (Modal analysis) is brought into the title of this datum

is that chapter 5 makes reference to the procedures in chapter 4 for determining forces

and effects once the design values are determined. Chapter 4 does not contain a forward

cross-reference.

168
DATUM: Seismic base shear

SECTION: 4.2 and 4.2.1 LABEL: V NUMBER: 4205

INGREDIENTS

Datum Label Number

Designer wishes to use soil structure interaction

ELF seismic base shear without soil structure interaction

ELF base shear modified by soil structure interaction

3280

XVELF 4208

VELFSS 6200

DECISION TABLE 1 2

1 Designer wishes to use soil structure interaction = true N Y ***************************************************************************************

*

* X

* X

*

1 V = ELF seismic base shear without soil structure interaction

2 V = ELF base shear modified by soil structure interaction

DATUM: ELF seismic base shear without soil structure interaction

SECTION: 4.2 LABEL: XVELF NUMBER: 4208

INGREDIENTS

Datum Label Number

Seismic design coefficient

Total gravity weight of building

CSW 4210

4215

FUNCTION

:

XVELF = (CS)(W)

169
DATUM : Seismic design coefficient

SECTION : 4.2, 4.2.1 LABEL

CS NUMBER: 4210

INGREDIENTS

Datum Label Number

Effective peak acceleration

Effective peak, velocity-related acceleration

Soil profile type

Seismic soil coefficient

Building period calculated

Building period

Response modification factor

EPA 1405

EPV 1415

SPT 3210

SSC 3220

4235

T 4240

R 3354

DECISION TABLE 12 3 4 5 6

1 Building period calculated = true

2 Effective peak acceleration ^ 0.30

3 Soil profile type = S3

N N N Y Y Y

N Y Y N Y Y

. N Y . N Y

*

1 CS = 2.5 EPA/R * X X

2 CS = 2.0 EPA/R * X

3 CS = MIN [2.5 EPA/R, 1.2 EPV(SSC)/R(T)^/^] * XX

4 CS = MIN [2.0 EPA/R, 1.2 EPV(SSC)/R(T)^' -^j * X

*

COMMENTS

1. Even if the period is not calculated for determination of CS , it apparently is needed

later. (See datum 4330.)

170
DATUM: Total gravity weight of building

SECTION: 4.2 LABEL : W NUMBER: 4215

INGREDIENTS

Datum Label Number

Building use Dead load

Live load

Effective snow load ESL

1270

2146

2148

4230

DECISION TABLE

1 Building use = storage

^

warehouse N Y

***********************************************************************

*

1 W = Dead load + Effective snow load * X

2 W = Dead load + Effective snow load + 25% Live load (on floors) * X

*

DATUM: Effective snow load

SECTION : 4.2, 2.1 LABEL : ESL NUMBER: 4230

INGREDIENTS

Datum Label Number

Basic snow load

Conditions warrant reduction of snow load

Reduction of snow load approved by regulatory agency

Snow load reduction coefficient

2151

2152

2153

2154

DECISION TABLE 1 E

1 Conditions warrant reduction of snow load = true

2 Reduction of snow load approved by regulatory agency = true

3 Snow load reduction coefficient > 0.20

**

*

' *

* ****************************************************************************************

*

1 ESL = (Snow load reduction coefficient) (Basic snow load) * X

2 ESL = 70% of Basic snow load * X

*

COMMENTS

:

The effective snow load is completely defined in chapter 2. The datum was assigned to chapter 4 because section 4.2 is the location where the most clear reference to the

definition of chapter 2 is made.

171
DATUM : Building period

SECTION: 4.2.2 LABEL : T NUMBER: 4240

INGREDIENTS

Dattun Label Number

Fundamental building period calculated by designer

Calculated fundamental building period

Approximate building period

4245

YTF 4250

TA 4255

DECISION TABLE 1 2 3

N Y Y

. N Y

*

1 Fundamental building period calculated by designer = true *

2 Calculated fundamental building period > 1.2 (Approximate building * period) *

* ******************************************************************

*

1 T = TA * X

2 T = YTF * X

3 T = 1.2 TA * X

*

DATUM: Calculated fundamental building period

SECTION: 4.2.2 LABEL : YTF NUMBER: 4250

INGREDIENTS

Datum Label Number

Period calculated using established methods

Properties of SRS in direction being analyzed

Building assumed to be fixed at base

4251

4252

4253

COMMENTS

It might be possible to develop two datums here: one would be a decision table using

the first and third ingredients as conditions, the result of which would be a requirement for the procedure of calculating the period; the other would be the datum for the

period itself which would only depend on the second ingredient. That did not seem to

be the intent of the text, however.

172
DATUM : Approximate building period

SECTION: 4.2.2 LABEL : TA NUMBER: 4255

INGREDIENTS

Datum Label Number

Seismic resisting system

SRS enclosed or adjoined by more rigid elements

Coefficient for approximate period

Total height

Overall length of bldg at base parallel to seismic force

3309

3384

CT 4260

(H) 2227

(L) 2235

DECISION TABLE 1 2

1 Seismic resisting system = moment frame and

SRS enclosed or adjoined by more rigid elements = false

Y N

*

1 TA = (CT)(H)3/'^ * X

2 TA = 0.05 H / /T " * X

*

COMMENTS

1. The wording "For moment resisting structures where the frames ..." was assumed to be

equivalent to saying that the seismic resisting system is a moment frame.

DATUM : Coefficient for approximate period

SECTION: 4.2.2 LABEL : CT NUMBER: 4260

INGREDIENTS

Datum Label Number

Frame material 3333

DECISION TABLE 1 2

1 Frame material = steel

2 (Frame material = reinforced concrete)

Y N - +

***********************************************************************************

*

1 CT = 0.035 * X

2 CT = 0.025 * X

*

COMMENTS

1. Chapter 3 effectively limits frame materials to steel or reinforced concrete.

173
DATUM : Seismic story force

SECTION: 4.3 LABEL: XFX NUMBER: 4310

INGREDIENTS

Datum Label Number

Seismic base shear V 4205

Vertical distribution factor XCVX 4320

FUNCTION

XFX = (V) (XCVX) for each level X.

DATUM: Vertical distribution factor

SECTION: 4.3 LABEL: XCVX NUMBER: 4320

INGREDIENTS

Datum Label Number

Total weight at level X Height to level X Vertical distribution exponent

Number of levels (stories)

YWX 4340

(HX) 2226

K 4330

(N) 2243

FUNCTION:

XCVX = (YWX)(HX) £qj. gg^j^ level, X

N V

Z (YWX^)(HX^)'^

i=I

174
DATUM : Vertical distribution exponent

SECTION: 4.3 LABEL : K NUMBER: 4330

INGREDIENTS

Datum Label Number

Building period

Interpolation used for vertical distribution exponent

4240

4360

DECISION TABLE 12 3 4

1 Building period < 0.5 seconds

2 Building period > 2.5 seconds

3 Interpolation used for vertical distribution exponent = true

Y - N N

- Y N N

. . N Y ****************************************************************************************

*

1 K = 1 * X

2 K = 2 * X X

3 K = 1 + (T - 0.5)/2 * X

*

COMMENTS

1. Note that no provision is given for K if the building period is not calculated.

DATUM: Total weight at level X

SECTION: 4.3 LABEL: YWX NUMBER: 4340

INGREDIENTS

Datum Label Number

Total gravity weight of building W 4215

COMMENT

1. The determination of the weight at any level is to be made in the same fashion as the

determination of the total weight.

175
DATUM; Seismic story shear

SECTION: 4.4 LABEL : VX NUMBER: 4410

INGREDIENTS

DattJin Label Number

3520

(N) 2243

XFX 4310

VXDV 5820

3550

Seismic load analysis used

Number of levels (stories)

Seismic story force

Story shear design value

Earthquake force effect from more rigorous analysis

DECISION TABLE 12 3

1 Seismic load analysis used = level 2 (ELF)

2 Seismic load analysis used = level 3 (Modal)

Y - - Y

**

*

* VX = VXDV (for each level X) * VX = Earthquake force effect from more rigorous analysis *

N VX = Z XFX^ (for each level X)

i=X

X

X

COMMENTS

1

.

Chapter 5 makes reference to use of the procedures of chapter 4 for determining forces

and effects from the design values from modal analysis. Therefore the values of modal

analysis are brought into this section.

2. This datum is referenced from chapter 3 in a context that would not preclude the use

of any analysis. Therefore the rule and action dealing with a more rigorous analysis was added to this table, even though no such possiblity is mentioned in this section.

176
DATUM: Story shear force effect

SECTION: 4.4 LABEL; YQVX NUMBER: 4420

INGREDIENTS

Datum Label Ntimber

Seismic story shear VX 4410

Stiffness of vertical components 4430

Stiffness of diaphragm 4440

COMMENTS

1. The text says that the story shear "...shall be distributed. ..with due consideration

given to the relative stiffnesses of the vertical components and the diaphragm,"

2. The text of section 3.4.1 makes reference to the use of the classification of plan

configuration for determining diaphragm component forces. Section 4.4 seems like a possible place for such a use to be made, but it is not. Also see comment 2 on datum

3410 and comment 1 on datum 3755.

DATUM: Torsional moment effect

SECTION; 4.4 LABEL: YQTM NUMBER; 4450

INGREDIENTS

Datum Label Number

Torsional moment XTM 4460

Stiffness of vertical components 4430

Stiffness of diaphragm 4440

COMMENTS

;

1. See both comments on datum 4420, above.

177
DATUM: Torsional moment

SECTION: 4.4 LABEL: XTM NUMBER: 4460

INGREDIENTS

Datum Label Number

Seismic story shear

Eccentricity between center of mass and center of stiffness

Accidental torsional moment

VX 4410

(E) 4470

XTMA 4480

FUNCTION:

XTM = (VX)(E) + XMTA (at each level X)

DATUM: Accidental torsional moment

SECTION: 4.4 LABEL: XTMA NUMBER: 4480

INGREDIENTS

Datum Label Number

Seismic story shear

Length of building perpendicular to seismic force

VX

(D)

4410

4490

FUNCTION

XTMA = 0.05 (VX)(D) (at each level X)

178
DATUM : Overturning moment effect

SECTION; 4.5 LABEL: ZQOM NUMBER; 4510

INGREDIENTS

Datum Label Number

Overturning moment at level X Seismic story shear

Story shear force effect

OMX 4515

VX 4410

YQVX 4420

COMMENTS

:

The text requires that "the increment of overturning moment in the story under consideration shall be distributed ... in the same proportion ... as the horizontal shears."

Thus, this would suggest a simple ratio of the appropriate ingredients listed above.

The apparent reason for determining the overturning moment effects in such a fashion is

that the overturning moments may not be statically compatible with the story forces

and thus one could not determine the overturning moment effects directly from the

lateral forces on an element. It appears that the suggested procedure leads to erro- neous and possibly unconservative results in buildings with vertical resisting walls or frames that terminate at intermediate heights. It also appears that it would be more consistent to calculate the overturning moment effects in an element by first using

the static lateral forces, then distributing the effects to the various components, and

lastly applying the reduction factor based upon the number of stories (for the ELF

method) or upon the difference between the design overturning moment and the static

moment from the design forces (for the modal method). This problem should be studied

further; it is not within the domain of the analytical procedures used in this study.

179
DATUM ; Overturning moment at level X

SECTION: 4.5 LABEL: OMX NUMBER: 4515

INGREDIENTS

Datum Label Number

Seismic load analysis used

ELF overturning moment at level X

Overturning moment design value

Earthquake force effect from more rigorous analysis

3520

ELFOMX 4520

MOMX 5910

3550

DECISION TABLE 12 3

1 Seismic load analysis used = level 2 (ELF) * Y - N

2 Seismic load analysis used = level 3 (Modal) * — Y N

*

1 OMX = ELF overturning moment at level X * X

2 OMX = Overturning moment design value * X

3 OMX = Earthquake force effect from more rigorous analysis * X

COMMENT

1. See the comments on datum 4410.

180
DATUM; ELF overturning moment at level X

SECTION: 4.5 LABEL: ELFOMX NUMBER: 4520

INGREDIENTS

Datum Label Number

Number of the level X Structure is characterized as an inverted pendulum

Overturning moment reduction factor

Seismic story force

Height to level X Number of levels (stories)

(X) 2275

3312

KAPPA 4530

XFX 4310

(h) 2226

(N) 2243

DECISION TABLE 1 2 3

1 X = (at foundation-soil interface)

2 Structure is characterized as an inverted pendulum = true

Y Y

Y N

N *

1 ELFOMX = KAPPA Z XFX^(hj^-h^) * i=x

N

2 ELFOMX = 0.75 2 XFXj^(h^)

i=x

X X

COMMENTS

1. Note that section 3.7.11 modifies the overturning moment for inverted pendulums.

(See datum 3788.)

181
DATUM : ELF overturning moment at foundation without reduction

SECTION: 4.5 LABEL: XOMO NUMBER: 4522

INGREDIENTS

Datum Label Number

Overturning moment reduction factor

Seismic story force

Number of the level X Height to level X Number of levels (stories)

KAPPA 4530

XFX 4310

(X) 2275

(Vi) 2226

(N) 2243

FUNCTION

;

XOMO = KAPPA E (XFX^)(h^)

COMMENT

1. This value is used in chapter 6 to calculate the modified deflections when considering

soil structure interaction.

DATUM : Overturning moment reduction factor

SECTION: 4.5 LABEL: KAPPA NUMBER: 4530

INGREDIENTS

Datum Label Number

Number of levels (stories)

Number of the level X

(N)

(X)

2243

2275

DECISION TABLE 1 2 3

1 N - X ^ 10

2 N - X > 20

Y - N - Y N ****************************************************************************************

*

1 KAPPA =1.0 * X

2 KAPPA =0.8 * X

3 KAPPA = 1.0 - (N - X - 10)/50 * X

*

182
DATUM ; Overturning moment requirement

SECTION: 4.5 LABEL : OMR NUMBER: 4560

INGREDIENTS

Datum Label Number

Location of resultant of forces at foundation-soil interface 4550

DECISION TABLE 1 2

1 Location of resultant of forces at foundation-soil interface Y N

* falls inside middle one half of the base of components resisting * the overturning ** **************************************************************************

*

1 OMR = satisfied * X

2 OMR = violated * X

*

COMMENTS

1. Apparently this requirement applies only to buildings analyzed with the ELF method.

183
DATUM : First order design story drift

SECTION: 4.6.1 LABEL: DRIFTl NUMBER: 4605

INGREDIENTS

Datum Label Number

Seismic load analysis used

First order story drift design value

Deflection at story X Earthquake force effect from more rigorous analysis

3520

XMDRDV 5840

DEFLX 4610

3550

DECISION TABLE 1 2 3

1 Seismic load analysis used = level 2 (ELF)

2 Seismic load analysis used = level 3 (Modal) Y - N

- Y N

ie

1 DRIFTl = Deflection at story X - Deflection at story (X - 1) * X

2 DRIFTl = First order story drift design value * X

3 DRIFTl = Earthquake force effect from more rigorous analysis * X

*

COMMENTS

1. See the comments on datum 4410,

184
DATUM: ELF deflections without soil structure interaction

SECTION: 4.6.1 LABEL: XDXNSS NUMBER: 4608

INGREDIENTS

Datum Label Number

Elastic deflection at story X Deflection amplification factor EDFLX

CD 4615

3348

FUNCTION:

XDXNSS = (EDFLX) (CD)

DATUM ; Deflection at story X

SECTION: 4.6.1 LABEL: DEFLX NUMBER: 4610

INGREDIENTS

Datum Label Number

Designer wishes to use soil structure interaction

Seismic load analysis used

Modified ELF deflections for soil structure interaction

First order story deflection design value

ELF deflections without soil structure interaction

Earthquake force effect from more rigorous analysis

3280

3520

XDFLSS 6268

XMDSDV 5850

XDXNSS 4608

3550

DECISION TABLE 12 3 4

1 Seismic load analysis used = level 2 (ELF)

2 Seismic load analysis used = level 3 (Modal)

3 Designer wishes to use soil structure interaction = true

Y Y - N

- - Y N NY..

*************************************************************************

*

1 DEFLX = ELF deflections without soil structure interaction * X

2 DEFLX = Modified ELF deflections for soil structure interaction * X

3 DEFLX = First order story deflection design value * , X

4 DEFLX = Earthquake force effect from more rigorous analysis * X

*

COMMENTS

1. See the comments on datum 4410.

185
DATUM : Elastic deflection at story X

SECTION: 4.6.1 LABEL: EDFLX NUMBER: 4615

INGREDIENTS

Datum Label Number

Deflection to be used only for checking drift requirement

Fundamental bulding period calculated by designer

Deflection to be based on calculated fundamental period

Calculated fundamental building period

Approximate building period

Seismic story force

Reduced seismic forces corresponding to calculated periods

Elastic analysis

Building assumed fixed at base

4617

4245

4620

YTF 4250

TA 4255

XFX 4310

ZFX 4630

4635

4253

DECISION TABLE 1 E

1 Deflection to be used only for checking drift requirement = true * Y

2 Fundamental building period calculated by designer = true * Y

3 YTF > 1.2 TA * Y

4 Deflection to be based on calculated fundamental period = true * Y

* **************************************************************

*

1 EDFLX = function of (Seismic story force, Elastic analysis, * X Building assumed fixed at base) *

2 EDFLX = function of (Reduced seismic forces corresponding to * X calculated periods. Elastic analysis. Building assumed * fixed at base) *

*

186
DATUM : Reduced seismic forces corresponding to calculated periods

SECTION: 4.6 LABEL: ZFX NUMBER: 4630

INGREDIENTS

Datum Label Number

Calculated fundamental building period

Seismic base shear

Vertical distribution factor

YTF 4250

V 4205

CVX 4320

COMMENTS

This datum is only called for when one calculates deflections to check the drift

requirement and the calculated fundamental period exceeds the limits of datum 4240.

In this case, a new base shear would be recalculated using the calculated fundamental

period and then the story forces would be recalculated from the new base shear, just

as done for datum 4310,

DATUM : Stability coefficient

SECTION: 4.6.2 LABEL: XTHETA NUMBER: 4640

INGREDIENTS

Datum Label Number

Total gravity load above level X First order design story drift

Seismic story shear

Story height below level X Deflection amplification factor

YPX 4645

DRIFTl 4605

VX 4410

(HSX) 2228

CD 3348

FUNCTION:

XTHETA = (YPX) (DRIFTl)

(VX)(HSX)(CD)

187
DATUM ; Total gravity load above level X

SECTION: 4.6.2 LABEL: YPX NUMBER: 4645

INGREDIENTS

Datum Label Number

Total gravity weight of building W 4215

COMMENT

1. This datum could be expressed as a simple formula,

N YPX = Z YWX

i=X+l

where YWX is the story weight.

DATUM: Incremental factor for second order effects

SECTION: 4.6.2 LABEL: YAD NUMBER: 4650

INGREDIENTS

Datum Label Number

Rational analysis 4655

COMMENT

1. The commentary indicates that there are several rational analyses that can be used.

One is to compute YAD as follows: YAD = XTHETA

1 - XTHETA

188
DATUM : Design story drift

SECTION: 4.6.2 LABEL: DRIFT NUMBER: 4660

INGREDIENTS

Datum Label Number

Stability coefficient

First order design story drift

Incremental factor for second order effects

XTHETA 4640

DRIFTl 4605 YAD 4650

DECISION TABLE 1 2

1 Stability coefficient > 0.10 for any story N Y

**************************************************************************************

*

1 DRIFT = DRIFTl * X

2 DRIFT = DRIFTl (1 + YAD) * X

*

DATUM: Increase in force effects from second order effects

SECTION: 4.6.2 LABEL :YQ20RD NUMBER: 4665

INGREDIENTS

Datum Label Number

Rational analysis

Design story drift DRIFT

4655

4660

COMMENT

The text states that "the increase in story shears and moments resulting from the

increase (emphasis added) in story drift shall be added to the corresponding

quantities..." It was assumed that the increase in story shears and moments are actually to be based on the entire drift, not just the second order increase.

189
DATUM : Modal analysis requirement

SECTION : Chapter 5 LABEL : MAR NUMBER: 5001

INGREDIENTS

Datum Label Number

Seismic load analysis used

Specified modal analysis procedures followed

Modeling requirement

Modes requirement

Period and mode shape analysis requirement

3520

5002

MR 5210

NMR 5310

PMSAR 5410

DECISION TABLE 1 2 E

1 Seismic load analysis used = level 3 (Modal)

2 Specified modal analysis procedures followed = true

3 Modeling requirement = satisfied

4 Modes requirement = satisfied

5 Period and mode shape analysis requirement = satisfied

N Y

. Y

. Y

. Y

. Y

************************************************************************************

*

1 MAR = satisfied * XX

2 MAR = violated * X

*

COMMENTS

L. This datum does not reference all of the provisions in chapter 5. Most of chapter 5 deals with the evaluation of the earthquake forces. What this datum does is to require

that the procedures given for evaluation of the earthquake forces be followed and to bring in the only other provisions in chapter 5 that do not feed into the earthquake

force effect. This datum is in turn referenced in chapter 1.

190
DATUM : Modeling requirement

SECTION: 5.2 LABEL: MR NUMBER: 5210

INGREDIENTS

Datum Label Number

Building modeled as a system of masses lumped at floors 5220

Each mass has one degree of freedom in lateral displacement 5230

DECISION TABLE 1 E

1 Building modeled as a system of masses lumped at floors = true * Y

2 Each mass has one degree of freedom in lateral displacement = true * Y

* ****************************************************************************************

*

1 MR = satisfied * X

2 MR = violated * X

*

COMMENTS

1. The text uses the word "may," not "shall," so the entire section may really only be

commentary.

191
DATUM : Modes requirement

SECTION: 5.3 LABEL: NMR NUMBER: 5310

INGREDIENTS

Datum Label Number

Number of modes included in analysis

Modal period

Number of levels (stories)

Modes analyzed on each of two perpendicular axes

YTM

5320

5330

2243

5340

DECISION TABLE 1 2 E

A

1 Number of levels (stories) ^3 * Y N

2 Number of modes included in analysis = Number of levels (stories) * . Y

3 Number of modes included in analysis = at least the lowest 3 modes * Y . 4 Number of modes included in analysis = all modes with YTM > 0.40 * Y . seconds *

5 Modes analyzed on each of two perpendicular axes = true * Y Y

* ******************* A*** ******************* A** A****************************^

A

1 NMR = satisfied * X X

2 NMR = violated * X

A

DATUM : Modal period

SECTION: 5.3 LABEL: YTM NUMBER: 5330

INGREDIENTS

Datum Label Number

Period and mode shape analysis requirement PMSAR 5410

COMMENT:

1. The ingredient datum gives requirements on the methods to be used in determining the

modal period.

192
DATUM ; Period and mode shape analysis requirement

SECTION: 5.4 LABEL: PMSAR NUMBER: 5410

INGREDIENTS

Datum Label Number

Periods and shapes calculated with established methods

Periods and shapes based on fixed base building

Periods and modes based on elastic properties of SRS

5420

5430

5440

DECISION TABLE 1 E

1 Periods and shapes calculated with established methods = true

2 Periods and shapes based on fixed base building = true

3 Periods and modes based on elastic properties of SRS = true *****************************************************************

*

1 PMSAR = satisfied * X

2 PMSAR = violated * X

*

DATUM: Modal base shear

SECTION: 5.5 LABEL: VM NUMBER: 5510

INGREDIENTS

Datum Label Number

Modal seismic coefficient

Effective modal gravity load

Designer wishes to use soil structure interaction

Mode number

Mode 1 base shear modified by soil structure interaction

CSM 5520

XWM 5530

3280

5550

VMISSI 6300

DECISION TABLE 1 2 3

1 Mode number = 1 2 Designer wishes to use soil structure interaction = true

N Y Y

. N Y

****************************************************************************************

*

1 VM = (CSM) (XWM) * XX

2 VM = Mode 1 base shear modified by soil structure interaction * X

*

193
DATUM: Mode 1 base shear without soil structure Interaction

SECTION: 5.5 LABEL: XVINSS NUMBER: 5515

INGREDIENTS

Datum Label Number

Modal seismic coefficient

Effective modal gravity load

CSM

XWM

5520

5530

FUNCTION

XVINSS = (CSM) (XWM)

COMMENT

1. This datum is called for in chapter 6.

DATUM: Modal seismic coefficient

SECTION: 5.5 LABEL: CSM NUMBER: 5520

INGREDIENTS

Datum Label Number

Modal period

Effective peak acceleration

Effective peak velocity-related acceleration

Soil profile type

Seismic soil coefficient

Mode number

Response modification factor

YTM 5330

EPA 1405

EPV 1415

SPT 3210

SSC 3220

5550

R 3354

DECISION TABLE 12 3 4 5 6 7

Modal period > 4 seconds

Modal period < 0.3 seconds

Soil profile type = S3

Mode number = 1 Effective peak velocity-related acceleration > 0,30

Y -- -- - N N

Y Y Y N N

Y Y Y Y Y

Y Y N • . Y N • Y N ***************************************************************************** ********^

CSM = MIN [1.2 EPV (SSC)/R(YTM)^/^, 2.5 EPA/R] * X X CSM = MIN [1.2 EPV (SSC)/R(YTM)'

CSM = (0.8 + YTM) EPA/R

CSM = 3 EPA (SSC)/R(YTM)^'-^

2.0 EPA/R] X X X

194
DATUM : Effective modal gravity load

SECTION: 5.5 LABEL: XWM NUMBER: 5530

INGREDIENTS

Datum Label Number

Total weight at level X

Modal story displacement amplitude

Number of levels (stories)

YWX 4340

YPHIXM 5540

(N) 2243

FUNCTION

;

[ Z (YWX^) (YPHIXM^) ]^

XWM = i=l

for each mode

Z (YWX^) (YPHIXM^)'

i=l

DATUM : Modal story displacement amplitude

SECTION: 5.5 LABEL: YPHIXM NUMBER: 5540

INGREDIENTS

Datum Label Number

Period and mode shape analysis requirement PMSAR 5410

COMMENT

:

1. The ingredient datum gives requirements on the methods to be used in establishing the

modal story displacement amplitudes (mode shapes).

195
DATUM : Modal story force

SECTION: 5.6 LABEL: XFXM NUMBER: 5610

INGREDIENTS

Datum Label Number

Modal vertical distribution factor XCVXM 5620

Modal base shear VM 5510

FUNCTION:

XFSM = (VM) (XCVXM) for each level in each mode.

DATUM: Modal vertical distribution factor

SECTION: 5.6 LABEL: XCVXM NUMBER: 5620

INGREDIENTS

Datum Label Number

Total weight at level X YWX 4340

Modal story displacement amplitude YPHIXM 5540

Number of levels (stories) (N) 2243

FUNCTION:

XCVXM = —(YWX) (YPHIXM)— ^^^ ^^^^ -l^g^^.^ ^^ ^^^^ j^^^^^ N

I (YWX^) (YPHIXM^)

1=1

196
DATUM ; Modal story deflection

SECTION: 5.6 LABEL: MSDIS NUMBER: 5630

INGREDIENTS

Datum Label Number

Deflection amplification factor

Elastic modal story deflection

Mode number

Designer wishes to use soil structure interaction

Mode 1 deflections modified for soil structure interaction

CD 3348

XEMSDS 5640

5550

3280

XMDSSI 6340

DECISION TABLE 1 2 3

1 Mode number = 1 2 Designer wishes to use soil structure interaction = trueN Y Y

. N Y *****************************************************************************

*

1 MSDIS = (CD) (XEMSDS) * XX

2 MSDIS = (CD) (Mode 1 deflections modified for soil structure * X

interaction) *

*

COMMENTS

1, Repeat for each level in each mode.

DATUM : Mode 1 story deflection without soil structure interaction

SECTION: 5.6 LABEL: XMISDS NUMBER: 5635

INGREDIENTS

Datum Label Number

Deflection amplification factor

Elastic modal story deflection

CDXEMSDS

3348

5640

FUNCTION:

XMISDS = (CD) (XEMSDS) for each level

COMMENT

1. This datum is called for in chapter 6.

197
DATUM : Elastic modal story deflection

SECTION: 5.6 LABEL: XEMSDS NUMBER: 5640

INGREDIENTS

Datum Label Number

Acceleration of gravity

Modal period

Modal story force

Total weight at level X

(g) 2223

YTM 5330

XFXM 5610

YWX 4340

FUNCTION

;

XEMSDS =

gCYTM)"^ XFXM

4tt2 (YWX)

DATUM ; First order modal story drift

SECTION: 5.6 LABEL: XMDFRl NUMBER: 5650

INGREDIENTS

Datum Label Number

Modal story deflection MSDIS 5630

FUNCTION:

XMDFRl = Modal story deflection at level X - Modal story deflection at level X-1.

198
DATUM ; Modal Story Shear

SECTION: 5.7 LABEL: YMVX NUMBER: 5710

and

DATUM : Modal story overturning moments

SECTION: 5.7 LABEL: YMOMX NUMBER: 5720

and

DATUM: Modal shear In walls or braced frames

SECTION: 5.7 LABEL: YMVWBF NUMBER: 5730

and

DATUM : Modal overturning moments in walls or braced frames

SECTION: 5.7 LABEL: YMOMWB NUMBER: 5740

(all are evaluated from the same information)

INGREDIENTS

Datum Label Number

Modal story force

Force effect computed by linear static methods

XFXM 5610

5750

COMMENTS

1. Each of these datums is evaluated in the same way.

2. Datums 5730 and 5740 are mentioned in section 5.7, but not again. It was assumed that

they are to be used when shears and moments at points other than story heights are of

interest. Thus, they were made ingredients of the design values in section 5.8 even

though they were not mentioned there.

199
DATUM ; Base shear design value

SECTION: 5.8 LABEL: XVTM NUMBER: 5810

INGREDIENTS

Datum Label Number

Modal base shear

Number of modes included in analysis

VM

(NM)

5510

5320

FUNCTION

;

XVTM =

' NM

i=l

DATUM : Story shear design value

SECTION: 5.8 LABEL :VXDV NUMBER: 5820

INGREDIENTS

Datum Label Number

Element of building (component)

Number of modes included in analysis

Modal story shear

Modal shear in walls or braced frames

ELF adjustment factor

2114

(NM) 5320

YMVX 5710

YMVWBF 5730 ELFF 5880

DECISION TABLE 1 2

1 Element of building (component) = shear wall or braced frame Y N

A******** A**************************A A*********************A****************

A NM *

Z (YMVWBF)^ * X

i=l

*

I NM ~ *

2 VXDV = ELFF / Z (YMVX)^

" * X- J i=l ' *

*

COMMENTS

1. See comment 2 on datum 5730.

200
DATUM : Story overturning moment design value

SECTION: 5.8 LABEL: OMXDV NUMBER: 5830

INGREDIENTS

Datum Label Number

Element of building (component)

Number of modes included in analysis

Modal story overturning moments

Modal overturning moments in walls or braced frames

ELF adjustment factor

2114

(NM) 5320

YMOMX 5720

YMOMWB 5740 ELFF 5880

DECISION TABLE 1 2

1 Element of building (component) = shear wall or braced frame Y N **************************************************************************

*

** X

**

*

2 OMXDV = ELFF / Z (YMOMX)

* X y i=l

* *

/ NM

1 OMXDV = ELFF / Z (YMOMWB)^

J i=l

NM

COMMENTS

1. See comment 2 on datum 5740.

201
DATUM : First order story drift design value

SECTION

LABEL: XMDRDV NUMBER: 5840

INGREDIENTS

Datum Label Number

Number of modes included in analysis

First order modal story drift

ELF adjustment factor

(NM) 5320

XMDFRl 5650 ELFF 5880

FUNCTION:

XMDRDV = ELFF

NM

Z i=l

(XMDFRl)'

DATUM : First order story deflection design value

SECTION: 5.8 LABEL: XMDSDV NUMBER: 5850

INGREDIENTS

Datum Label Number

Number of modes included in analysis

Modal story deflection

ELF adjustment factor

(NM) 5320

MSDIS 5630 ELFF 5880

FUNCTION:

XMDSDV = ELFF

NM

I (MSDIS)'

i=l

202
DATUM : Comparative ELF base shear

SECTION: 5.8 LABEL: VBAR NUMBER: 5860

INGREDIENTS

Datum Label Number

Soil profile type

Seismic soil coefficient

Total gravity weight of building

Effective peak acceleration

Effective peak velocity-related acceleration

Response modification factor

Approximate building period

SPT 3210

SSC 3220 W 4215

EPA 1405

EPV 1415 R 3354

TA 4255

DECISION TABLE

1 Soil profile type = S3 and Effective peak acceleration > 0.30 N ***************************************************************************************

* X

* X

*

1 VBAR = MIN[ W (2.5 EPA)/R, W (1.2 EPV) SSC / R(1.4 TA)^^^]

2 VBAR = MIN[ W (2.0 EPA)/R, W (1.2 EPV) SSC / R(1.4 TA)^'^]

COMMENTS

:

The text says that this datum is to be calculated using formula 4-2, however formula

4-2 is for the seismic design coefficient, not the base shear itself. It was assumed

that formula 4-2 should also be multiplied by the weight for this datum. In addition,

it was assumed that the limits of formulas 4-3 and 4-3a also applied. This latter

assumption affects the logic of the decision table for datum 5880 (see comment 1 for

that datum).

203
DATUM : ELF adjustment factor

SECTION: 5.8 LABEL: ELFF NUMBER: 5880

INGREDIENTS

Datum Label Number

Base shear design value

Comparative ELF base shear

Seismic base shear

Designer chooses not to exceed ELF base shear

XVTM 5810

YBAR 5860

V 4205

5870

DECISION TABLE 12 3 4

1 Base shear design value < Comparative ELF base shear

2 Base shear design value < Seismic base shear

3 Designer chooses not to exceed ELF base shear = true

Y N - - + Y N N

. . N Y **************************************************************************

*

1 ELFF =1.0 * X X

2 ELFF = VBA./XVTM * X

3 ELFF = V/XVTM * X

*

COMMENTS

L. Because of the assumption made concerning the comparitive ELF base shear, it can never

be greater than the seismic base shear normally calculated in chapter 4. Thus, the

first two conditions are related as shown by the implicit entries.

I. Giving the designer the option of scaling the result of modal analysis down to the ELF values seems to defeat some of the rationale behind requiring modal analysis for

buildings with vertical irregularities.

204
DATUM ; Overturning moment design value

SECTION: 5.10 LABEL: MOMX NUMBER: 5910

INGREDIENTS

Datum Label Number

Story overturning moment design value

Number of the level X OMXDV

(X)

5830

2275

DECISION TABLE 1 2

1 X = (at foundation - soil interface) N Y

***************************************************************************

*

1 MOMX = OMXDV * X

2 MOMX = 0.9 (OMXDV) * X

205
DATUM ; Soil structure interaction analysis requirement

SECTION : Chapter 6 LABEL: SSIR NUMBER: 6001

INGREDIENTS

Datum Label Number

Designer wishes to use soil structure Interaction

Specified soil struct Int analysis procedures followed

3280

6002

DECISION TABLE 1 2 3 *

1 Designer wishes to use soil structure interaction = true *

2 Specified soil struct int analysis procedures followed = true * N Y Y

. Y N

************************************************************************************

*

1 SSIR = satisfied * XX

2 SSIR = violated * X

*

COMMENTS

This datum does not reference all of the provisions in Chapter 6. Nearly all of Chapter

6 deals with the evaluation of the earthquake forces. What this datum does is to require

that the procedures given for evaluation of the earthquake forces be followed. This

datum is in turn referenced in Chapter 1.

206
DATUM : ELF base shear modified by soil structure interaction

SECTION: 6.2.1 LABEL: VELFSS NUMBER: 6200

INGREDIENTS

Datum Label Number

ELF seismic base shear without soil structure interaction

Soil struct interaction reduction of ELF base shear

XVELF

XDVSSI

4208

6202

DECISION TABLE 1 2

1 Soil struct interaction reduction of ELF base shear > 30% ELF seismic base * shear without soil structure interaction * NY

* ***********************************************************************

*

1 VELFSS = XVELF - XDVSSI * X

2 VELFSS =0,7 (XVELEF)

DATUM: Soil structure interaction reduction of ELF base shear

SECTION: 6.2.1 LABEL: XDVSSI NUMBER: 6202

INGREDIENTS

Datum Label Number

Seismic design coefficient

ELF seismic coefficient modified soil struct interaction

Fraction of critical damping in struct found system

Gravity load effective for soil structure interaction

cs 4210

CSBAR 6204

BETA 6206

WBAR 6208

FUNCTION

XDVSSI = [cs - CSBAR (^iiili) ] WBAR

BETA

COMMENTS

It was assumed that the reference to "T or Ta" in the definition of CS in the text meant

"T" where T is the building period, whether it is taken from the calculated fundamental

period or the approximate period.

207
DATUM: ELF seismic coefficient modified for soil structure interaction

SECTION: 6.2.1 LABEL: CSBAR NUMBER: 6204

INGREDIENTS

Datum Label Number

Period effective for soil structure interaction

Soil profile type

Seismic soil coefficient

Response modification factor

Effective peak velocity-related acceleration

Effective peak acceleration

TBAR 6210

SPT 3210

SSC 3220 R 3354

EPV 1415

EPA 1405

DECISION TABLE 1 2

1 Soil profile type = S3 and

Effective peak acceleration > 0.30

N Y

***********************************************************************************

1 CSBAR = MIN [2.5 EPA/R, 1.2 EPV (SSC)/R (TBAR)^/^]

2 CSBAR = MIN [2.0 EPA/R, 1.2 EPV (SSC)/R (TBAR)^'"^]

COMMENTS

1. The text refers only to formula 4-2 for the determination of this datum. It was assumed

that the limitations of formula 4-3 and 4-3a also apply.

208
DATUM : Fraction of critical damping in structure-foundation system

SECTION: 6.2.1 (B) LABEL: BETA NUMBER: 6206

INGREDIENTS

Datum Label Number

Computed fraction of critical damping in struct-found system XBMODC 6252

DECISION TABLE 1 2

1 Computed fraction of critical damping in struct found system < 0.05 N Y ***************************************************************************************

*

1 BETA = computed fraction of critical damping in struct-found system * X

2 BETA = 0.05 * X

*

DATUM : ELF gravity load effective for soil structure interaction

SECTION: 6.2.1 LABEL: WEBAR NUMBER: 6207

INGREDIENTS

Datum Label Number

Gravity load concentrated at a single level

Total gravity weight of building

6209

4215

DECISION TABLE 1 2

1 Gravity load concentrated at a single level = true N Y ****************************************************************************************

*

1 WEBAR = 0.7 W * X

2 WEBAR = W

* X

*

209
DATUM : Gravity load effective for soil structure Interaction

SECTION: 6.2.1 LABEL: WEAR NUMBER: 6208

INGREDIENTS

Datum Label Number

Seismic load analysis used

ELF gravity load effective for soil structure interaction

Effective modal gravity load

WE BAR XWM

3520

6207

5530

DECISION TABLE 1 2

1 Seismic load analysis used = level 2 (ELF)

2 (Seismic load analysis used = level 3 (modal))

Y N

- +

****************************************************************************

*

1 WBAR = WEBAR * X

2 WBAR = XWM * X

*

1. This decision table is necessary to integrate the two sections of Chapter 5 that deal

with the two different analysis methods.

210
DATUM: Period effective for soil structure interaction

SECTION: 6.2.1 (A) LABEL: TEAR NUMBER: 6210

INGREDIENTS

Datum Label Number

Type of foundation

Mat foundation located at or near surface

Mat foundation embedded without effective wall contact

Effective period for typical building

Effective period for mat foundation building

Use of alternate effective period desired

6232

6234

6236

XTMODl 6238

XTM0D2 6240

6241

DECISION TABLE 12 3 4

1 Type of foundation = mat

2 Mat foundation located at or near surface = true ot_ Mat foundation embedded without effective wall contact

3 Use of alternate effective period is desired = true

N Y Y Y

. Y Y N

. Y N .

*

1 TBAR = XTMOLl , * X X X

2 TBAR = XTM0D2 * X

k

COMMENTS:

The use of formula 6.5 which defines datum 6240 was assumed to be optional because of

the wording in the text, "alternatively, for buildings supported on mat foundations ., the effective period may be determined..." This may create a conflict with section

6.3.1 which refers to the period from formula 6-5, "...when applicable..."

211
DATUM: Period without modification for soil structure interaction

SECTION: 6.2.1 LABEL: TNS NUMBER: 6211

INGREDIENTS

Datum Label Number

Seismic load analysis used

Building period

Modal period

3520

T 4240

YTM 5330

DECISION TABLE 1 2

1 Seismic load analysis used = level 2 (ELF)

2 (Seismic load analysis used = level 3 (Modal))

Y N

- +

*******************************************************************

*

1 TNS = Building period * X

2 TNS = Modal period for mode 1 * X

*

COMMENTS

1. This decision table is necessary to integrate the two sections of Chapter 6 that deal

with the two different analysis methods.

212
DATUM ; Stiffness of building fixed at base

SECTION: 6.2.1 (A) LABEL: XKBAR NUMBER: 6212

INGREDIENTS

Datum Label Number

Acceleration of gravity

Gravity load effective for soil structure interaction

Period without modification for soil structure interaction

(g) ''223 WBAR o208

TNS 6211

FUNCTION

XKBAR = 4ir^ WBAR

g(TNS)2

DATUM: Lateral stiffness of foundation

SECTION: 6.2.1 (A) LABEL: YKY NUMBER: 6214

and

DATUM ; Rocking stiffness of foundation

SECTION: 6.2.1 (A) LABEL: YKTHET NUMBER: 6216

INGREDIENTS

Datum Label Number

Computations follow established principles

Average shear modulus of soil at large strains

Average shear wave velocity of soil at large strains

GVS

6220

6222

6224

COMMENTS

1. The text defines the meaning of these datums and lists the above ingredients for use in their evaluation.

213
DATUM : ELF height effective for soil structure interaction

SECTION: 6.2.1 (A) LABEL: HEBAR NUMBER: 6217

INGREDIENTS

Datum Label Number

Gravity load concentrated at a single level 6209

Total height (H) 2227

DECISION TABLE 1 2

1 Gravity load concentrated at a single level = true * NY

* ***************************************************************************************

*

1 HEBAR = 0.7 H

* X

2 HEBAR = H

* X

*

COMMENTS

1. The logic involved in this decision table is exactly the same' as for datum 6208.

214
DATUM : Height effective for soil structure interaction

SECTION: 6.2.1 (A) LABEL: HEAR NUMBER: 6218

INGREDIENTS

Datum Label Number

Seismic load analysis used

ELF height effective for soil structure interaction

Modal height effective for soil structure interaction

HE BAR XHMBAR

3520

6217

6330

DECISION TABLE 1 2

1 Seismic load analysis used = level 2 (ELF)

2 (Seismic load analysis used = level 3 (Modal))

Y N

- +

****************************************************************************************

*

1 HEAR = HEBAR * X

2 HEAR = XHMBAR * X

*

COMMENTS

1. This decision table is necessary to integrate the two sections of Chapter 6 that deal

with the two different analysis methods.

215
DATUM ; Average shear modulus of soil at large strains

SECTION : 6.2.1 (A) (table 6-A) LABEL: G NUMBER: 6222

INGREDIENTS

Datum Label Number

Shear modulus of soil at small strains

Effective peak velocity-related acceleration

XGO

EPV

6226

1415

DECISION TABLE 12 3 4

Effective peak velocity-related acceleration < 0.10

Effective peak velocity-related acceleration = 0.15

Effective peak velocity-related acceleration = 0.20

(Effective peak velocity-related acceleration > 0,30)

Y - -

- Y

-

- - Y

**********************************************************************

* 0.81 XGO * X

0.64 XGO * X

0.49 XGO

0.42 XGO

X

X

COMMENTS

1. The logic in this decision table is identical to that for datum 6224.

216
DATUM ; Average shear wave velocity of soil at large strains

SECTION: 6.2.1 (A) LABEL: VS NUMBER: 6224

INGREDIENTS

Datum Label Number

Shear wave velocity of soil at small strains

Effective peak velocity-related acceleration

YVSO

EPV

6228

1415

DECISION TABLE 12 3 4

1 Effective peak velocity-related acceleration < 0.10

2 Effective peak velocity-related acceleration = 0,15

3 Effective peak velocity-related acceleration = 0.20

4 (Effective peak velocity-related acceleration ^ 0.30)

Y

- - N - Y

- N

- - Y N - - - +

***************************************************************************************

*

1 VS = 0.9 YVSO * X

2 VS = 0.8 YVSO * X

3 VS = 0.7 YVSO * X

4 VS = 0.65 YVSO * X

COMMENTS

1, The logic in this decision table is identical to that for datum 6222,

217
DATUM: Shear modulus of soil at small strains

SECTION: 6.2.1 (A) LABEL

XGO NUMBER: 6226

INGREDIENTS

Datum Label Number

Acceleration of gravity

Shear wave velocity of soil at small strains

Average unit weight of soil

(8) 2223

YVSO 6228

(d) 6230

FUNCTION;

XGO = -^ (YVSO)^

g

DATUM : Shear wave velocity of soil at small strains

SECTION: 6.2.1 (A) LABEL: YVSO NUMBER: 6228

INGREDIENTS

Datum Label Number

Strain level in soil 6229

COMMENTS

The text requires that the shear wave velocity be detemined at "small strain levels

(10 percent or less)." The text would be more clear if it simply specified the

strain level as 10" or less. The added term "percent" can possibly cause confusion.

218
DATUM : Effective period for typical building

SECTION : 6.2.1 (A) LABEL: XTMODl NUMBER: 6238

INGREDIENTS

Datum Label Number

Period without modification for soil structure interaction

Stiffness of building fixed at base

Lateral stiffness of foundation

Rocking stiffness of foundation

Height effective for soil structure interaction

TNS 6211

XKBAR 6212 YKY 6214

YKTHET 6216 HBAR 6218

FUNCTION

XTMODl = TNS / 1 + MM5: (1 +

XKY (HBAR)

) XKY YKTHET

DATUM ; Effective period for mat foundation building

SECTION : 6.2.1 (A) LABEL: XTM0D2 NUMBER: 6240

INGREDIENTS

Datum Label Number

Period without modification for soil structure interaction

Relative density of structure and soil

Characteristic foundation length based on area Height effective for soil structure interaction

Average shear wave velocity of soil at large strains

Characteristic foundation length based on inertia

TNS 6211

XALPHA 6242 XRA 6244 HBAR 6218

VS 6224

XRM 6246

FUNCTION;

XTM0D2 = TNS 25 (XALPHA) ^^ (^BAR) (^ + ^^-^^ ^RA (HBAR)

^ (VS(TNS))' (XRM)-

219
DATUM : Relative density of structure and soil

SECTION: 6.2.1 (A) LABEL: XALPHA NUMBER: 6242

INGREDIENTS

Datum Label Number

Gravity load effective for soil structure interaction

Height effective for soil structure interaction

Average unit weight of soil

Area of foundation

WEAR 6208

HBAR 6218

(d) 6230

(AO) 6248

FUNCTION

XALPHA = WBAR

d (AO) HBAR

DATUM : Characteristic foundation length based on area

SECTION: 6.2.1 (A) LABEL: XRA NUMBER: 6244

Datum Label Number

Area of foundation (AO) 6248

FUNCTION

XRA = AO

220
DATUM ; Characteristic foundation length based on Inertia

SECTION: 6.2.1 (A) LABEL: XRM NUMBER: 6246

INGREDIENTS

Datum Label Number

Static moment of inertia of foundation (10) 6250

FUNCTION:

4 XRM= / :^

DATUM; Computed fraction of critical damping in structure-foundation system

SECTION: 6.2.1 (B) LABEL: XBMODC NUMBER: 6252

INGREDIENTS

Datum Label Number

Foundation damping factor BZERO 6254

Period effective for soil structure interaction TBAR 6210

Period without modification for soil structure interaction TNS 6211

FUNCTION

XBMODC = BZERO + 0^05_

(TBAR/TNS)-^

221
DATUM : Foundation damping factor

SECTION: 6.2.1 (B) LABEL: BZERO NUMBER: 6254

INGREDIENTS

Datum Label Number

Type of foundation

Foundation is uniform soft stratum over rock, like stratum

Total depth of soft stratum

Period effective for soil structure interaction

Average shear wave velocity of soil at large strains

Damping value from Figure 6-1

Foundation damping factor for pile foundations

6262

(DS) 6266

TBAR 6210

VS 6224

XFIG61 6256

XBZPR 6264

DECISION TABLE

2 4 DS

VS(TBAR)

< 1

1 2 3 A

1 Type of foundation = point bearing piles ^r * Foundation is uniform soft stratum over rock like stratum = true * Y Y

. Y N

*

1 BZERO = XFIG61 * X

2 BZERO = XBZPR * X

E BZERO = ? * X

*

COMMENTS

I. The text is unclear as to what BZERO should be in the situation represented here by

rule 3. A probable assumption appears to be that action 1 would be correct.

222
DATUM : Damping value from Figure 6-1

SECTION : 6.2.1 (B) (figure 6-1) LABEL: XFIG61 NUMBER: 6256

INGREDIENTS

Datum Label Number

Period without modification for soil structure interaction

Period effective for soil structure interaction

Characteristic foundation length

Height effective for soil structure interaction

Effective peak velocity-related acceleration

TNS 6211

TBAR 6210

RFOUND 6258

HEAR 6218 EPV 1415

COMMENTS

1. Figure 6-1 graphically produces a value of foundation damping based on three generalized

variables: TBAR/TNS , HBAR/RFOUND, and EPV. Interpolation is required if EPV = 0.15.

DATUM : Characteristic foundation length

SECTION: 6.2.1 (B) LABEL: RFOUND NUMBER: 6258

INGREDIENTS

Datum Label Number

Height effective for soil structure interaction

Overall length of foundation parallel to seismic force

Characteristic foundation length based on area Characteristic foundation length based on. inertia

HEAR 6218

(LO) 2236

XRA 6244

XRM 6246

DECISION TABLE 1 2 3

1 HBAR/LO < 0.5

2 HBAR/LO > 1 Y N

- -NY

*********************************************************************************

*

1 RFOUND = XRA

_

* X

2 RFOUND = XRA + ( HBAR/LO - 0.5

) (^RM - XRA) *

3 RFOUND = XRM ^'^ *

*

COMMENTS

1. Action 2 is a mathematical expression of the instruction in text to interpolate between

XRA and XRM.

223
DATUM ; Foundation damping factor for pile foundations

SECTION: 6.2.1 (B) LABEL: XBZPR NUMBER: 6264

INGREDIENTS

Datum Label Number

Total depth of soft stratum (DS) 6266

Average shear wave velocity of soil at large strains VS 6224

Period effective for soil structure interaction TBAR 6210

Damping value from figure 6-1 XFIG61 6256

FUNCTION

2 XBEFR = (—iy^^S—) XFIG61

VS (TBAR

DATUM: Modified ELF deflections for soil structure interaction

SECTION: 6.2.3 LABEL: XDFLSS NUMBER: 6268

INGREDIENTS

Datum Label Number

ELF base shear modified by soil structure interaction

ELF seismic base shear without soil structure interaction

Overturning moment at foundation without reduction

ELF deflections without soil structure interaction

Rocking stiffness of foundation

Height to level X

VELFSS 6200

XVELF 4208

XOMO 4522

XDXNSS 4608

YKTHET 6216

(HX) 2226

FUNCTION

;

XDFLSS = VELFSS (XOMO (HX) + xDXNSS)

XVELF YKTHET

224
DATUM : Mode 1 base shear modified by soil structure interaction

SECTION: 6.3.1 LABEL: VMISSI NUMBER: 6300

INGREDIENTS

Datum Label Number

Soil structure interaction reduction in mode 1 base shear

Mode 1 base shear without soil structure interaction

XDVMSS

XVINSS

6310

5515

DECISION TABLE 1 2

1 Soil structure interaction reduction in mode 1 base shear > 30% * Mode 1 base shear without soil structure interaction *

N Y

*********************************************************************

*

1 VMISSI = XVINSS - XDVMSS * X

2 VMISSI = 0.7 (XVINSS) * X

225
DATUM: Soil structure interaction reduction in mode 1 shear

SECTION: 6.3.1 LABEL: XDVMSS NUMBER: 6310

INGREDIENTS

Datum Label Number

Modal seismic coefficient

Mode 1 seismic coefficient modified for soil struct interaction

Fraction of critical damping in struct found system

Gravity load effective for soil structure interaction

GSM 5520

YCSMSS 6320 BETA 6206

WBAR 6208

FUNCTION

;

XDVMSS = [CSM - YCSMSS {9.^)

BETA

0.4

] WBAR

DATUM: Mode 1 seismic coefficient modified for soil structure interaction

SECTION: 6.3.1 LABEL: YCSMSS NUMBER: 6320

INGREDIENTS

Datum Label Number

Period effective for soil structure interaction

Effective peak acceleration

Effective peak velocity-related acceleration

Soil profile type

Seismic soil coefficient

Mode number

Response modification factor

TBAR 6210

EPA 1405 EPV 1415

SPT 3210

SSC 3220

5550

R ~ 3354

COMMENTS

The text refers to formula 5-3 for the evaluation of this datum. It was assumed that

the limits on that formula in the text of section 5.5 and in formulas 5-3a and 5-3b

are also applicable.

With the above assumptions, this datum can be evaluated with a decision table that is

identical to that for datum 5520 with one exception: the ingredient, "modal period"

(5330), is to be replaced by the ingredient, "period effective for soil structure interaction" (6210).

226
DATUM : Modal height effective for soil structure interaction

SECTION: 6.3.1 LABEL: XHMBAR NUMBER: 6330

INGREDIENTS

Datum Label Number

Total weight at level X Modal story displacement amplitude

Height to level X Number of levels (stories)

YWX 4340

YPHIXM 5540

(HX) 2226

(N) 2243

FUNCTION

XHMBAR =

Z YWX^ (YPHIXMj^) HX^

i=l

I YWX^ (YPHIXM^)

i=l

(for mode 1)

DATUM: Mode 1 deflections modified for soil structure interaction

SECTION: 6.3.2 LABEL: XMDSSI NUMBER: 6340

INGREDIENTS

Datum Label Number

Mode 1 base shear modified by soil structure interaction

Mode 1 base shear without soil structure interaction

Modal story overturning moments

Height to level X Rocking stiffness of foundation

Mode 1 story deflection without soil structure interaction

VMISSI 6300

XVINSS 5515

YMOMX 5720

(HX) 2226

YKTHET 6216

XMl SDS 5635

FUNCTION

XMDSSI = VMISSI [ YMOMX (HX) + ^MISDS ] (for each level)

XVINSS YKTHET

COMMENTS

1. Note that the overturning moment, YMOMX, is evaluated at level zero in each case, although

HX and XMISDS change with each level.

227
DATUM : Foundation design requirements

SECTION : Chapter 7 LABEL: FDR NUMBER: 7001

INGREDIENTS

Datum Label Number

Seismic performance category

Foundation component strength requirement

Foundation soil capacity requirement

Category A foundation requirement

Category B foundation requirement

Category C foundation requirement

Category D foundation requirement

SPC 1490

FCSR 7210

FSCR 7230

ZCAFR 7300

CBFR 7400

CCFR 7500

CDFR 7600

DECISION TABLE 12 3 4

10

Foundation component strength requirement = satisfied

Foundation soil capacity requirement = satisfied

Seismic performance category = A

Seismic performance category = B Seismic performance category = C (Seismic performance category = D)

Category A foundation requirement = satisfied

Category B foundation requirement = satisfied

Category C foundation requirement = satisfied

Category D foundation requirement = satisfied

Y Y Y Y

Y Y Y Y

Y

- - N

- Y- N

- - Y N

- - - +

+ + + +

• Y + +

, • Y +

, . • Y

***A A A********* A** A*** A* A* A*******************A* ***************** A* *******A* A*****^

A FDR = satisfied * X X X X FDR = violated * X

A

COMMENTS

2.

Conditions 1 and 2 are strength requirements, and they must be satisfied for all

buildings, including category A buildings. Although the determination of the

required strengths for category A buildings is clear (they are simply nominal

forces, see daturas 3702 and 3731), the determination of the soil capacity to compare with the required strength for category A buildings is not necessarily

clear. This is related to the comment made about strength of members and connections, datums 3125 and 3130.

See datum 7300 for a comment about condition 7.

228
DATUM ; Foundation component strength requirement

SECTION : 7.2. 7.2.1 LABEL: FCSR NUMBER: 7210

INGREDIENTS

Datum Label Number

Required strength

Required strength without seismic load

Strength of foundation components

Wood materials requirement

Steel materials requirement

Concrete materials requirement

Masonry materials requirement

RS 3702

ZRSNS 7220

YSFC 7215

WMR 9001

SMR 10001

CMR 11001 MMR 12001

DECISION TABLE 1 E

1 Strength of foundation components 2 required strength (for each foundation * Y component) *

2 Strength of foundation components 2 required strength without seismic load * Y (for each foundation component) *

3 Wood materials requirement = satisfied * Y

4 Steel materials requirement = satisfied * Y

5 Concrete materials requirement = satisfied * Y

6 Masonry materials requirement = satisfied * Y

* **********************************************************************

***

*

1 FCSR = satisfied

2 FCSR = violated

COMMENTS

Unless chapter 3 does not apply to foundation components, this requirement is nearly

redundant, duplicating daturas 3120 and 3610. The only difference is that condition 2 of this decision table is unique.

229
DATUM : Strength of foundation components

SECTION: 7.2.1 LABEL: YSFC NUMBER: 7215

INGREDIENTS

Datum Label Number

Strength of wood components

Strength of steel components

Strength of concrete components and systems

Strength of masonry components

xsw 9210 xss 10210

sc 11210

XSM 12210

COMMENTS

1. The strength should be taken from the datum for the appropriate material,

2. This datum is identical to member strength, datum 3125.

DATUM : Required strength without seismic load

SECTION: 7.2.1 LABEL: ZRSNS NUMBER: 7220

INGREDIENTS

Datum Label Number

Dead load effect

Live load effect

Snow load effect

YQD 3707

YQL 3708

YQS 3710

COMMENT

The text of section 7.2.1 requires a comparison of strength with non-seismic loads.

The listed ingredients are the only load effects included in the provisions that are not seismic. No guidance is given for combining them, or for including other

non-seismic loads, such as wind.

230
DATUM ; Foundation soil capacity requirement

SECTION: 7.2.2 LABEL: FSCR NUMBER: 7230

INGREDIENTS

Datum Label Number

Soli capacity under non-seismic conditions

Required strength without seismic load

Settlement under non-selsmlc conditions

Maximum settlement structure can withstand

Elastic limit of soil under seismic conditions

Required strength

7240

ZRSNS 7220

7250

7260

ZELSSC 7270

RS 3702

DECISION TABLE 1 E

Soil capacity under non-selmsic conditions > required strength without * Y seismic load and * Settlement under non-seismic conditions < Maximum settlement structure * can withstand * Elastic limit of soil under seismic conditions > Required strength * Y

*

* FSCR = satisfied * X

FSCR = violated * X

*

COMMENTS

The loads that cause settlement under non-seismic conditions are not defined, nor is

the maximum settlement that the structure can withstand.

DATUM: Elastic limit of soil under seismic conditions

SECTION: 7.2.2 LABEL: ZELSSC NUMBER: 7270

INGREDIENTS

Datum Label Number

Foundation design criteria requirement FDCR 3160

COMMENTS

1. Although the wording in section 7.2.2 is not precisely the same as that in section 3.1,

It was assumed that the intent was to consider those factors unique to seismic design

that Influence the capacity of soils.

231
DATUM : Category A foundation requirement

SECTION

;

7.3 LABEL: ZCAFR NUMBER: 7300

COMMENTS

This datum only references section 7.2, which is already an ingredient of datum 7001, As shown in the decision table for datum 7001, then, this datum is always satisfied.

It is only included because it is specifically called out in the text of chapters 3 and 7

.

DATUM : Category B foundation requirement

SECTION: 7.4 LABEL: CBFR NUMBER: 7400

INGREDIENTS

Datum Label Number

Category A foundation requirement

Category B soil investigation requirement

Category B foundation tie requirement

Category B foundation pile requirement

ZCAFR 7300

CBSIR 7404

CBFTR 7428

CBFPR 7438

DECISION TABLE 1 E

1 Category A foundation requirement = satisfied

2 Category B soil investigation requirement = satisfied

3 Category B foundation tie requirement = satisfied

4 Category B foundation pile requirement = satisfied *****************************************************************************

*

1 CBFR = satisfied * X

2 CBFR = violated * X

*

COMMENT:

1. See datum 7300 for a comment about condition 1.

232
DATUM ; Category B soil investigation requirement

SECTION

;

7.4.1 and 7.4.2 LABEL: CBSIR NUMBER: 7404

INGREDIENTS

Datum Label Number

Regulatory agency requires soil investigation report

Soil investigation made

Soil invest report satisfies non-seismic requirements

Soil invest report includes elastic limit under seis cond

Soil invest report considers soil capacity under seis cond

Soil invest report considers slope instabil under seis cond

Soil invest report considers liquefaction under seis cond

Soil invest report considers surface rupture under seis cond

Poles embedded in earth used to resist axial and lat load

Soil invest report gives design criteria for pole embedment

7408

7410

7412

7413

7414

7416

7418

7420

7424

7426

DECISION TABLE 2 3 4

1 Regulatory agency requires soil investigation report true

2 Soil investigation made = true

3 Soil invest report satisfies non-seismic requirements = true and

Soil Invest report includes elastic limit under seis cond = true and

Soil invest report considers soil capacity under seis cond = true and

Soil invest report considers slope instabil under seis cond = true and*

Soil invest report considers liquefaction under seis cond = true and * Soil invest report considers surface rupture under seis cond = true *

4 Poles embedded in earth used to resist axial and lat load = true *

5 Soil invest report gives design criteria for pole embedment = true *

A***************************************************************************A***********

A CBSIR = satisfied * X X X X CBSIR = violated * X

A

COMMENTS

1, It was assumed that the situation described in rule 3 is possible, that is, that a regulatory agency might not require a general soil report for a pole type structure,

and that condition 3 would not matter in that situation. Another possible assumption

is that the intent of section 7.4.2 is to require a full soil report for all pole

type structures, in which case rule 3 would be deleted from the table.

233
DATUM : Category B foundation tie requirement

SECTION: 7.4.3 LABEL: CBFTR NUMBER: 7428

INGREDIENTS

Datum Label Number

7430

YMS 3125 EPV 1415

(PCL) 7432

(CD 7434

7436

Each Individ pile cap, drilled pier, or caisson interconnected

Member strength

Effective peak velocity-related acceleration

Larger of connected pile cap loads

Larger of connected column loads

Equivalent foundation restraint provided and approved

DECISION TABLE 1 2 E

*

1 Ea Individ pile cap, drilled pier, or caisson interconnected = true * Y Y

2 Member strength of interconnecting tie > PCL (EPV/4) or * Y N Member strength of interconnecting tie > CL (EPV/4) *

3 Equivalent foundation restraint provided and approved = true * , Y

*

*

1 CBFTR = satisfied , * X X

2 CBFTR = violated * X

*

COMMENTS

L. The text does not say what the tie must connect a pile cap (or pier or caisson) to. It might be one, two, three or more adjacent pile caps.

I. The text creates some ambiguity with the wording "... pile cap or column load ..."

It implies that drilled piers and caissons always support columns. A better wording

might be ". . . vertical pile cap, pier, or caisson load . . ."

234
DATUM : Category B foundation pile requirenient

SECTION: 7.4.4 LABEL: CBFPR NUMBER: 7438

INGREDIENTS

Datum Label Number

Foundation structural components

Embedment of pile reinforcement in pile cap Minimum development length

Pile type

Category B uncased concrete pile requirement

Category B cased concrete pile requirement

Category B steel pipe pile requirement

Category B precast concrete pile requirement

Category B prestressed concrete pile requirement

7440

7442 MDL 7444

7446

CBUCPR 7452

CBCCPR 7476

CBSPPR 7490

CBPCPR 7492

CBPSPR 7494

DECISION TABLE 3 4 5 6 7

1 Foundation structural components include concrete or composite concrete and steel piles

2 Embedment of pile reinforcement in pile cap ^ Minimum

development length

3 Pile type = uncased concrete

4 Pile type = metal cased concrete

5 Pile type = filled steel pipe

6 Pile type = precast concrete

7 Pile type = precast prestressed concrete

8 Category B uncased concrete pile requirement = satisfied

9 Category B cased concrete pile requirement = satisfied

10 Category B steel pipe pile requirement = satisfied

11 Category B precast concrete pile requirement = satisfied

12 Category B prestressed concrete pile requirement = satisfied

Y -

- Y

*************************************************************************************

*

1 CBFPR = satisfied *XXXXXXX

2 CBFPR =violated * X

*

COMMENTS

:

L. Apparently it should be assumed that drilled piers and caissons are piles when

evaluating conditions 1, 2 and 3.

235
DATUM : Minimum development length

SECTION: 7.4.4 LABEL: MDL NUMBER: 7444

INGREDIENTS

Datum Label Number

Bar development length per chapter 11 (ACI 318)

Reinforcing bar configuration

7450

7448

DECISION TABLE 1 2

1 Reinforcing bar configuration = deformed Y N ******************************************************************

* 1 MDL = Bar development length per chapter 11 (ACI 318) * X

2 MDL = ? * X

*

COMMENTS

1. The text does not require deformed bars, but does not give development length for

other types of reinforcement (for example, presstressing strands, plain bars, rolled

structural shapes, etc.).

236
DATUM : Category B uncased concrete pile requirement

SECTION: 7.4.4(A) LABEL: CBUCPR NUMBER: 7452

INGREDIENTS

Datum Label Number

Length of pile reinforcement from top

Pile diameter

Area of pile reinforcement

Area of pile concrete

Number of bars in pile

Size of bars In pile

Ties provided for full length of pile reinforcement

Maximum spacing of ties in pile

Diameter of bars in pile

Spacing of ties at top 2 feet of pile

Spiral provided equivalent to ties

7454

7456

7458

7460

7462

7464

7466

7468

7470

7472

7474

DECISION TABLE 1 2

Length of pile reinforcement from top 2 10 (Pile diameter)

Area of pile reinforcement > 0.0025 (Area of pile concrete)

Number of bars in pile > 4 Size of bars in pile 2 #5

Ties provided for full length of pile reinforcement = true Maximum spacing of ties in pile < 16 (Diameter of bars in pile)

Spacing of ties at top 2 feet of pile £ 4" Spiral provided equivalent to ties = true

Y

Y

Y

Y

YY . Y . - Y

***************************************************************************************

* CBUCPR = satisfied * XX

CBUCPR = violated * X

*

COMMENTS

1. The text does not specify the length over which ties are to be provided,

is based on an assumption.

Condition 5

237
DATUM : Category B cased concrete pile requirement

SECTION: 7.4.4(B) LABEL: CBCCPR NUMBER: 7476

INGREDIENTS

Datum Label Number

Length of pile reinforcement from top

Length of pile

Area of pile reinforcement

Area of pile concrete

Spiral reinforcement provided for full length of pile reinf

Diameter of spiral bar in pile

Maximum pitch of spiral in pile

Pitch of spiral at top 2 feet of pile

Ties provided equivalent to spiral

7454

7478

7458

7460

7480

7482

7484

7486

7488

DECISION TABLE 1 2

Length of pile reinforcement from top 2 1/3 of Length of pile

Length of pile reinforcement from top > 8' Area of pile reinforcement 2 0.005 (Area of pile concrete)

Spiral reinforcement provided for full length of pile reinf = true Diameter of spiral bar in pile ^ 1/4"

Maximum pitch of spiral in pile £

9" Pitch of spiral at top 2 feet of pile ^

3" Ties provided equivalent to spiral = true

Y Y

Y Y

Y Y Y N

Y . Y . Y . - Y

********************************************************************

* CBCCPR = satisfied * XX

CBCCPR = violated * X

COMMENTS

1. No allowance is made for piles less than eight feet long. (This may be reasonable).

2. The text does not specify the length over which a spiral is to be provided. Condition

4 is based on an assumption.

238
DATUM

Catgegory B steel pipe pile requirement

SECTION: 7.4.4(C) LABEL: CBSPPR NUMBER: 7490

INGREDIENTS

Datum Label Number

Length of pile reinforcement from top

Minimum development length

Area of pile reinforcement

Area of pile concrete

MDL

7454

7444

7458

7460

DECISION TABLE 1 E

Length of pile reinforcement from top > 2 (Minimum development length)

Area of pile reinforcement > 0.010 (Area of pile concrete) ****************************************************************************

CBSPPR = satisfied * X

* X

* CBSPPR = violated

DATUM : Category B precast concrete pile requirement

SECTION: 7.4.4(D) LABEL: CBPCPR NUMBER: 7492

INGREDIENTS

Datum Label Number

Length of pile reinforcement from top

Length of pile

Area of pile reinforcement

Area of pile concrete

7454

7478

7458

7460

DECISION TABLE

Length of pile reinforcement from top = Length of pile Area of pile reinforcement > 0.010 (Area of pile concrete) ***************************************************************************************

CBPCPR = satisfied * X CBPCPR = violated * X

*

COMMENTS

1. The text calls for reinforcement, but does not specify a length, so the implication

is the full length, as shown in condition 1. 2. No requirements for ties are stated. Most building codes probably do require ties

in precast concrete piles in any case.

239
DATUM : Category B prestressed concrete pile requirement

SECTION: 7.4.4(E) LABEL: CBPSPR NUMBER: 7494

INGREDIENTS

Datum Label Number

Length of pile reinforcement from top 7454

Minimum development length MDL 7444

Area of pile reinforcement 7458

Area of pile concrete 7460

Ties provided at top 2 feet of pile 7496

Spacing of ties at top 2 feet of pile 7472

Size of ties in pile 7498

Spiral provided equivalent to ties 7474

DECISION TABLE 1 2 E

*

1 Length of pile reinforcement from top (nonprestressed) ^ 2 (Minimum * Y Y development length) *

2 Area of pile reinforcement (nonprestressed) ^ 0.01 (Area of pile concrete) * Y Y

3 Ties provided at top 2 feet of pile = true * Y N

4 Spacing of ties at top 2 feet of pile ^4" * Y . 5 Size of ties in pile ^ #3 * Y . 6 Spiral provided equivalent to ties = true a _ Y

* ***AAA**A*****************************A*******A**********&**A********************^

A

1 CBPSPR = satisfied * X X

2 CBPSPR = violated * X

A

COMMENTS

1. The text uses the word "may" in referring to the pile cap connection, so the first

two conditions might be optional.

240
DATUM ; Category C foundation requirement

SECTION: 7.5 LABEL: CCFR NUMBER: 7500

INGREDIENTS

Datum Label Number

Category B foundation requirement

Category C soil investigation requirement

Category C foundation tie requirement

Category C foundation pile requirement

CBFR 7400

CCSIR 7510

CCFTR 7520

CCPR 7535

DECISION TABLE

Category B foundation requirement = satisfied

Category C soil investigation requirement = satisfied

Category C foundation tie requirement = satisfied

Category C foundation pile requirement = satisfied ***********************************************************************

CCFR = satisfied * X CCFR = violated * X

*

DATUM: Category C soil investigation requirement

SECTION: 7.5.1 LABEL: CCSIR NUMBER: 7510

INGREDIENTS

Datum Label Number

Regulatory agency requires soil investigation report

Category B soil investigation requirement

Soil invest report includes lateral pressure on wall due to EQ

CBSIR

7408

7404

7515

DECISION TABLE 1 2

Regulatory agency requires soil investigation report = true (Category B soil investigation requirement = satisfied)

Soil invest report includes lateral pressure on wall due to EQ = true ***************************************************************************************

CCSIR = satisfied * XX

CCSIR = violated * X

*

241
DATUM: Category C foundation tie requirement

SECTION: 7.5.2 LABEL: CCFTR NUMBER: 7520

INGREDIENTS

Datum Label Number

Each individual spread footing interconnected

Member strength

Effective peak velocity-related acceleration

Larger of connected footing loads

Equivalent foundation restraint provided and approved

7525

YMS 3125 EPV 1415

(FL) 7530

7436

DECISION TABLE 1 2 E

Y Y

Y N

. Y

*

1 Each individual spread footing interconnected = true *

2 Member strength of interconnecting tie > FL (EPV/4) *

3 Equivalent foundation restraint provided and approved = true *

*

A

1 CCFTR = satisfied * XX

2 CCFTR = violated * X

A

COMMENTS

1. See comment 1 on datum 7428,

242
DATUM : Category C foundation pile requirement

SECTION: 7.5.3 LABEL: CCPR NUMBER: 7535

INGREDIENTS

Datum Label Number

7440

7446

CCUCPR 7540

CCCCPR 7550

CCPCPR 7570

CCSPR 7595

Foundation structural components

Pile type

Category C uncased concrete pile requirement

Category C cased concrete pile requirement

Category C precast concrete pile requirement

Category C steel pile requirement

DECISION TABLE 12 3 4 5 6

1 Foundation structural components includes concrete or steel piles

2 Pile type = uncased concrete

3 Pile type = metal cased concrete

4 Pile type = precast concrete

5 Pile type = steel

6 Category C uncased concrete pile requirement = satisfied

7 Category C cased concrete pile requirement = satisfied

8 Category C precast concrete pile requirement = satisfied

9 Category C steel pile requirement = satisfied

N Y Y Y Y Y

Y

- - - N - Y

- - N

- - Y - N

- - - Y N

. Y . . .

. . Y . .

. . . Y . **********************************************************************************

* 1 CCPR = satisfied * X X X X X X

2 CCPR = violated * X

*

243
DATUM : Category C uncased concrete pile requirement

SECTION: 7.5.3(A) LABEL: CCUCPR NUMBER: 7540

INGREDIENTS

Datum Label Number

Length of pile reinforcement from top

Length of pile

Area of pile reinforcement

Area of pile concrete

Number of bars in pile

Size of bars in pile

Ties provided for full length of pile reinforcement

Maximum spacing of ties in pile

Diameter of bars in pile

Spacing of ties at top 4 feet of pile

Pile diameter

Size of ties in pile

7454

7478

7458

7460

7462

7464

7466

7468

7470

7545

7456

7498

DECISION TABLE 1 2

1 Length of pile reinforcement from top = Length of pile

2 Area of pile reinforcement > 0,0050 (Area of pile concrete)

3 Number of bars in pile > 4

4 Size of bars in pile > #6

5 Ties provided for full length of pile reinforcement = true

6 Maximum spacing of ties in pile < 8 (Diameter of bars in pile)

7 Spacing of ties at top 4 feet of pile < 3"

8 Pile diameter > 20"

9 Size of ties in pile > #3

10 Size of ties in pile > #4

A CCUCPR = satisfied * XX

CCUCPR = violated ~~^-

* X

A

COMMENTS

1. Because the lengths are unspecified, the implication is that reinforcement and ties must be provided over the full length. Thus conditions 1 and 5 are shown as they

are.

2. Note that equivalent spiral reinforcement is not permitted, although it is in the

provisions for the similar datum 7452.

244
DATUM : Category C cased concrete pile requirement

SECTION: 7.5.5(B) LABEL: CCCCPR NUMBER: 7550

INGREDIENTS

Datum Label Number

Length of pile reinforcement from top

Length of pile

Area of pile reinforcement in upper 2/3 of pile

Area of pile concrete

Number of bars in upper 2/3 of pile

Spiral reinforcement provided for full length of pile reinf

Diameter of spiral bar in pile

Maximum pitch of spiral in pile

Pitch of spiral at top 4 feet of pile

7454

7478

7555

7460

7560

7480

7482

7484

7565

DECISION TABLE 1 E

1 Length of pile reinforcement from top = Length of pile

2 Area of pile reinforcement in upper 2/3 of pile ^ 0.0075 (Area of pile

concrete)

3 Number of bars in upper 2/3 of pile ^ 4

4 Spiral reinforcement provided for full length of pile reinf = true

5 Diameter of spiral bar in pile ^ 1/4"

6 Maximum pitch of spiral in pile ^

9"

7 Pitch of spiral at top 4 feet of pile < 3"

**********************************************************************

*

1 CCCCPR = satisfied

2 CCCCPR = violated

COMMENTS

1. Unlike several of the other provisions for piles, this provision explicitly calls

for reinforcement over the full length of the pile.

2, Note that no provision for providing ties in lieu of spiral reinforcement is given.

245
DATUM : Category C precast concrete pile requirement

SECTION: 7, 5. 3(C) LABEL: CCPCPR NUMBER: 7570

INGREDIENTS

I

Datum Label Number

Ties provided in top half of pile

Ordinary concrete beam column lateral reinforcement reqt

Pile designed to resist flexure due to earthquake

Pile stress at maximum soil deformation in earthquake

Elastic limit of pile

OCBCLR

7575

11662

7580

7585

7590

DECISION TABLE 1 2 E

1 Ties provided in top half of pile = true and

Ordinary concrete beam column lateral reinforcement reqt = satisfied

(for those ties)

2 Pile designed to resist flexure due to earthquake = true

3 Pile stress at maximum soil deformation in earthquake < Elastic limit

of pile

Y Y

N Y

. Y

****************************************************************************

* 1 CCPCPR = satisfied * XX

2 CCPCPR = violated * X

*

246
DATUM : Category C steel pile requirement

SECTION: 7.5.3(D) LABEL: CCSPR NUMBER: 7595

INGREDIENTS

Datum Label Number

Connection strength

Member strength

YCS

YMS

3130

3125

DECISION TABLE 1 2

1 Connection strength (between pile and cap) ^ 10% Member strength (of pile * Y N in compression) *

* ******************************************************************

*

1 CCSPR = satisfied * X

2 CCSPR = violated * X

*

DATUM : Category D foundation requirement

SECTION : 7.6, 7.6.1 LABEL: CDFR NUMBER: 7600

INGREDIENTS

Datum Label Number

Category C foundation requirement

Precast-prestressed piles used to resist flexure due to EQ

CCFR 7500

7620

DECISION TABLE 1 E

*

1 Category C foundation requirement = satisfied * Y

2 Precast-prestressed piles used to resist flexure due to EQ = true * N

* ****************************************************************************************

*

1 CDFR = satisfied * X

2 CDFR = violated * X

*

247
DATUM : Architectural/mechanical/electrical design requirement

SECTION : Chapter 8 LABEL: AMEDR NUMBER: 8001

INGREDIENTS

Datum Label Number

Archltectural/mechanlcal/electrlcal provisions applicable

A/M/E component strength requirement

A/M/E Interrelationship requirement

A/M/E attachment requirement

Architectural design requirement

Mechanical/electrical design requirement

Building Stage

Proposed work on existing building

Hazard abatement requirement

AMEPA 8100

AMESR 8110

AMEIRR 8135

AMEAR 8165

ARCHDR 8200

MEDR 8300

1230

1240

HAR 13301

DECISION TABLE 1 2 3 E

Architectural/mechanical/electrical provisions applicable = true A/M/E component strength requirement = satisfied

A/M/E interrelationship requirement = satisfied

A/M/E attachment requirement = satisfied

Architectural design requirement = satisfied

Mechanical/electrical design requirement = satisfied

Building stage = existing and

Proposed work, on existing building = alteration or repair and

Hazard abatement requirement = satisfied

************************************************************************

* AMEDR = satisfied * XXX

AMEDR = violated * X

*

COMMENT

1. It was assumed that exception 2 of section 8.1 applied only to the strength requirement

(condition 2), The provisions of Chapter 1 make this issue somewhat academic, since

section 1.3 controls the application of these provisions in any case.

248
DATUM : Archltectural/mechanlcal/electrical provisions applicable

SECTION: 8.1 LABEL: AMEPA NUMBER: 8100

INGREDIENTS

Datum Label Number

2114

8205

8303

PL 8105

SI 1425

SHEG 1430

Element of building (component)

Architectural component listed in Table 8-B

Mechanical/electrical component listed in Table 8-C

A/M/E performance level

Seismicity index

Seismic hazard exposure group

DECISION TABLE 2 3 5 6 7 8 9 10

1 Element of building = architectural,

mechanical or electrical system or component

2 Architectural component listed in Table 8-B = true

or Mechanical/electrical component listed in

Table 8-C = true

3 A/M/E performance level = L

4 A/M/E performance level = NR

5 Seismicity index = 1

6 Seismicity index = 2

7 (Seismicity index = 3 or 4)

8 Seismic hazard exposure group = I 9 Seismic hazard exposure group = II

10 (Seismic hazard exposure group = III)

- Y - Y Y

Y - Y - -

N Y

N

- + -

Y

-

- Y

N + Y

Y Y Y Y

-

Y Y

***********************************************************************

*

1 AMEPA = true * X X X X

2 AMEPA = false * E AMEPA = ? * X X X X X

COMMENTS

Rule 10 was found in a decision tree analysis. It reflects a problem in determining

the applicability. It will not be possible to determine the performance level or the

seismic coefficients for A/M/E components that are not listed in the tables, even through Section 8.1 indicates that the provisions are applicable to all A/M/E components. Table 8-C has a footnote that provides for this contingency, but Table 8-B

does not. Condition 4 and rule 9 are not found in Section 8.1. It was assumed that they should

be added to this decision table because performance level NR (= "not required") is

introduced in Tables 8-B and 8-C.

249
DATUM : A/m/E performance level

SECTION ; 8.1, 8.1.3 LABEL: PL NUMBER: 8105

INGREDIENTS

Datum Label Number

Element of building (component)

Performance level from Table 8-B

Performance level from Table 8-C

2114

XPLA 8106 XPLME 8107

DECISION TABLE 1 2

1 Element of building = architectural system or component

2 (Element of building = mechanical or electrical system or component)

Y N

- +

***********************************************************************************

*

1 PL = XPLA * X

2 PL = XPLME * X

COMMENT

1. Datum 8100 restricts the applicability such that condition 1 predetermines condition 2.

250
DATUM: Performance level from Table 8-B

SECTION: Table 8-B LABEL: XPLA NUMBER: 8106

INGREDIENTS

Datum Label Number

Element of building (component)

Seismic hazard exposure group

Number of levels (stories)

Total height

Distance from exterior wall to closest point of access Building located in an urban area Building contains highly flammable material

SHEG

2114

1430

2243

2227

8236

8237

8238

COMMENT

:

1. Note that the footnotes to Table 8-B play an important role in determining the perfor- mance level. Many of the ingredients listed above are introduced in the footnotes.

DATUM: Performance level from Table 8-C

SECTION: Table 8-C LABEL: XPLME NUMBER: 8107

INGREDIENTS

Datum Label Number

Element of building (component)

Seismic hazard exposure group SHEG

2114

1430

COMMENTS

:

1. Although there are many footnotes below Table 8-C, they do not effect the performance

level.

251
DATUM : A/H/E component strength requirement

SECTION : 8.1. 8.1.2, 8.2.1, 8.3.1 LABEL: AMESR NUMBER: 8110

INGREDIENTS

Datum Label Number

Nonstructural seismic force

A/M/E component resistance

Point of application of force on A/M/E component

Direction of application of force on A/M/E component

Element of building (component)

Vertical seismic force

Wind load on exterior wall

Code horizontal load on partition

EP 8115

ZAMECR 8112

8120

8125

2114 ZFPV 8130

8230

8235

DECISION TABLE 12 3 4

Y +

Y Y

1 A/M/E component resistance > Nonstructural seismic force

2 Point of application of force on A/M/E component = center of

gravity and

Direction of application of force on A/M/E component = any

horizontal direction

3 Element of building = architectural component or system * Y N Y

4 (Element of building = mechanical or electrical component or system) * - + - -

5 A/M/E component resistance > Nonstructural seismic force + * . Y . . Vertical seismic force *

6 Wind load on exterior wall > Nonstructural seismic force * N . Y

-

7 Code horizontal load on partition > Nonstructural seismic force * N , - Y ************************************************************************************

*

1 AMESR = satisfied * X X X X

2 AMESR = violated * X

*

COMMENT: —

1. It was assumed that the exception given in section 8.2,1 regarding wind and other

horizontal loads and as shown in this table by rules 3 and 4 applies to the strength

requirement and not to the other provisions of Chapter 8.

252
DATUM : kl\/il'?, component resistance

SECTION: 8.1 LABEL: ZAMECR NUMBER: 8112

COMMENT

No definitive guidance Is given for evaluating the resistance of architectural, mechanical, or electrical components. Should the component be of wood, steel, concrete, or masonry, it might seem appropriate to use the applicable provisions of Chapters 9 through

12, but this is not mentioned, except for attachments of M/E components. However, many

such components are made of materials that would preclude the use of those chapters.

One exception to this problem of strength evaluation is the provisions for testing and

certification of mechanical and electrical equipment.

DATUM: Nonstructural seismic force

SECTION: 8.1 LABEL: FP NUMBER: 8115

INGREDIENTS

Datum Label Number

Element of building (component)

Seismic force for architectural components

Seismic force for mechanical/electrical component

2114

8215

8309

DECISION TABLE 1 2

1 Element of building = architectural system or component

2 (Element of building = mechanical or electrical system or component)

Y N

- +

A

1 FP = XFPA * X

2 FP = FPME * X

*

COMMENT:

1. Datum 8100 restricts the applicability such that condition 1 predetermines condition 2.

253
DATUM: Vertical seismic force

SECTION : 8.1, Table 8-C LABEL: ZFPV NUMBER: 8130

INGREDIENTS

Datum Label Number

Seismic coefficient for vertical force on M/E component

Seismic force for mechanical/electrical component

XCCVME

FPME

8313

8309

COMMENT

The vertical seismic force applies only to mechanical and electrical components. It

is to be determined in the same fashion as the horizontal forces (datum 8309), except

that the seismic coefficient from Table 8-C is to be reduced to 1/3 of the value for

horizontal forces.

DATUM : A/M/E interrelationship requirement

SECTION: 8.1.1 LABEL: AMEIRR NUMBER: 8135

INGREDIENTS

Datum Label Number

Interrelationship of A/M/E systems exists

Failure of A/M/E component causes failure at higher performance level

Interaction of A/M/E system with structure exists

Effect of A/M/E response on structure considered

Effect of A/M/E deform compatibility with struct considered

8140

8145

8150

8155

8160

DECISION TABLE 1 3 4 E

Y Y N N

N N - -

1 Interrelationship of A/M/E systems exists = true

2 Failure of A/M/E component causes failure at higher performance

level = true

3 Interaction of A/M/E system with structure exists = true * Y N Y N

4 Effect of A/M/E response on structure considered = true * Y . Y

5 Effect of A/M/E deform compatibility with struct considered = true * Y . Y . * A******A*****A********A*********************A******A*******ft;V5'<V ********** A* A

A

1 AMEIRR = satisfied * X X X X

2 AMEIRR = violated * X

A

254
DATUM : k/K/E attachment requirement

SECTION: 8.1.2 LABEL: AMEAR NUMBER: 8165

INGREDIENTS

Datum Label Number

All A/M/E components attached to structure

Attachments transmit seismic force to structure

Friction due to gravity considered as resistance

Attachment design documentation sufficient to verify compliance

8170

8175

8180

8185

DECISION TABLE 1 E

1 All A/M/E components attached to structure = true * Y

2 Attachments transmit seismic force to structure = true * Y

3 Friction due to gravity considered as resistance = true * N

4 Attachment design documentation sufficient to verify compliance = true * Y

*

1 AMEAR = satisfied * X

2 AMEAR = violated * X

*

255
DATUM: Performance characteristic factor

SECTION : 8.1.3, table 8-A LABEL: P NUMBER: 8190

INGREDIENTS

Datum Label Number

A/M/E performance level PL 8105

DECISION TABLE 12 3 4

1 A/M/E performance level = S

2 A/M/E performance level = G

3 A/M/E performance level = L

4 (A/M/E performance level = NR)

Y

- - N

- Y

- N - - Y N _ _ _ +

*

1 P = 1.5 * X

2 P = 1.0 * X

3 P = 0.5 * X

4 P = ?

COMMENT

1. This decision table is based on table 8-A, except that condition 4, rule 4, and

action 4 have been added, because "NR" is a permissible value of the performance

level. Presumably the intended value of P in action 4 should be zero.

256
DATUM : Architectural design requirement

SECTION : 8.2.1, 8.2.3, 8.2.4. 8.2.5 LABEL: ARCHDR NUMBER: 8200

INGREDIENTS

Datum

Arch component design or criteria included in design document

Exterior wall panel attachment requirement

Architectural component deformation requirement

Arch component out of plane bending requirement

Label Number

8210

EWAR 8240

ACDR 8250

OOP BR 8270

DECISION TABLE 1 E

*

1 Arch component design or criteria included in design document = true *

2 Exterior wall panel attachment requirement = satisfied *

3 Architectural component deformation requirement = satisfied *

4 Arch component out of plane bending requirement = satisfied *

***********************************************************************************

*

1 ARCHDR = satisfied * X

2 ARCHDR = violated * X

*

DATUM : Seismic force for architectural components

SECTION: 8.2.2 LABEL: XFPA NUMBER: 8215

INGREDIENTS

Datum Label Number

Effective peak velocity-related acceleration

Seismic coefficient for architectural components

Performance characteristic factor

Weight of A/M/E component

EPV 1415

XCCA 8220

P 8190

(WC) 8225

FUNCTION

:

XFPA = EPV(XCCA)(P)(WC)

257
DATUM : Seismic coefficient for architectural components

SECTION ; 8,2.2, Table 8-1 LABEL: XCCA NUMBER: 8220

INGREDIENTS

Datum Label Number

Element of building (component) 2114

COMMENT:

1. Just as datum 8106 is, this datum is evaluated from table 8-B. Unlike datum 8106 however, the footnotes to the table do not affect the seismic coefficient. Therefore,

the only ingredient necessary is the type of component.

DATUM : Exterior wall panel attachment requirement

SECTION: 8.2.3 LABEL: EWAR NUMBER: 8240

INGREDIENTS

Datum Label Number

Element of building

Ductility/rotation capacity provided

Design story drift DRIFT

2114

8245

4660

DECISION TABLE 1 2 E

1 Element of building = exterior wall panel

2 Ductility/rotation capacity provided sufficient to accommodate

design story drift

N Y

. Y

********************A A** A A******* ********** A********** A A A* A A**************** A******^

A

1 EWAR = satisfied * XX

2 EWAR = violated * X

*

258
DATUM : Architectural component deformation requirement

SECTION: 8.2.4 LABEL: ACDR NUMBER: 8250

INGREDIENTS

Datum Label Number

A/M/E performance level PL 8105

Horizontal drift provided for in design of arch component 8255

Design story drift DRIFT 4660

Arch component related to horizontal cantilever 8260

Vertical deflection of cantilever provided for in arch component 8265

DECISION TABLE 1 2 3 4 5 E

*

1 A/M/E performance level =L *NNYY- 2 A/M/E performance level =NR *NN--Y 3 Horizontal drift provided for in design of arch component > * Y Y . . . Design story drift *

4 Horizontal drift provided for in design of arch component > 50% * + + Y Y . of Design story drift *

5 Arch component related to horizontal cantilever = true * Y N Y N . 6 Vertical deflection of cantilever provided for in arch * Y . Y . . component = true ** ************************************************************************************

*

1 ACDR = satisfied * X X X X X

2 ACDR = violated * X

*

COMMENT:

1. Condition 2 and rule 5 are not found in section 8.2.4. It was assumed that they should

be added to this decision table.

259
DATUM : Architectural component out of plane bending requirement

SECTION: 8.2.5 LABEL: OOPBR NUMBER: 8270

INGREDIENTS

Datum Label Number

Material behavior of architectural component

Out of plane bending deflection due to seismic force

Deflection capability of architectural component

8275

8280

8285

DECISION TABLE 1 2 E

1 Material behavior of architectural component = basically brittle * NY

2 Out of plane bending deflection due to seismic force < Deflection * . Y capability of architectural component *

k

1 OOPBR = satisfied * X X

2 OOPBR = violated * X

*

COMMENT

1. Ingredients 8275 and 8285 both lack any explanation as to how they should be evaluated.

260
DATUM : Mechanical/electrical design requirement

SECTION ; 8.3.1, 8.3.3, 8.3.4, 8.3.5 LABEL: MEDR NUMBER: 8300

INGREDIENTS

Datum Label Number

M/E component design or criteria included in design document

Mechancial/electrical attachment design requirement

Mechanical/electrical component design requirement

M/E utility service interface requirement

8306

MEADR 8345

MECDR 8360

MEUSIR 8372

DECISION TABLE 1 E

*

1 M/E component design or criteria included in design document = true * Y

2 Mechancial/electrical attachment design requirement = satisfied * Y

3 Mechanical/electrical component design requirement = satisfied * Y

4 M/E utility service interface requirement = satisfied * Y *************************************************************************

*

1 MEDR = satisfied * X

2 MEDR = violated * X

*

261
DATUM : Seismic force for mechanical/electrical component

SECTION : 8.3.1, 8.3.2 LABEL: FPME NUMBER: 8309

INGREDIENTS

Datum Label Number

Analysis performed to justify reduced M/E force

Results of M/E component force analysis

Effective peak velocity-related acceleration

Seismic coefficient for mechancial/electrical component

Performance characteristic factor

Amplification factor for attachment of M/E component

Amplification factor for location of M/E component

Weight of A/M/E component

8310

8311 EPV 1415

XCCME 8312

P 8190

AC 8315 XAX 8318

(WC) 8225

DECISION TABLE 1 2

1 Analysis performed to justify reduced M/E force = true N Y *******************************************************************

1 FPME = EPV(XCCME)(P)(AC)(XAX)(WC) - * X

2 FPME = results of M/E component force analysis * X

DATUM : Seismic coefficient for mechanical/electrical component

SECTION : 8.3.2, Table 8-C LABEL: XCCME NUMBER: 8312

and

DATUM : Seismic coefficient for vertical force on M/E component

SECTION : 8.3.2, Table 8-C LABEL: XCCVME NUMBER: 8313

INGREDIENTS

Datum Label Number

Element of building (component)

Type of light fixture support

2114

8339

COMMENT

These data items are determined from table 8-B. Note that the footnotes have a bearing

on the value. The vertical coefficient is simply 1/3 of the horizontal coefficient.

262
DATUM : Amplification factor for attachment of M/E component

SECTION: 8.3.2 (A) LABEL: AC NUMBER: 8315

INGREDIENTS

Datum Label Number

Type of mounting system for mech/elec equipment

Type of restraining device

Natural period of vibration of component and attachment

Building period

Location of mech/elec mounting system

TC

T

2160

2166

8324

4240

8327

DECISION TABLE 2 3 4 5 6

1 Type of mounting system for mech/elec equipment = fixed

or direct

2 Type of mounting system for mech/elec equipment = resilient

3 Type of restraining device = seismic activated

4 Type of restraining device = elastic

5 TC/T < 0.6

6 TC/T ^ 1.4

7 Location of mech/elec mounting system = directly on ground or on slab in direct contact with ground

- YY

Y Y Y

Y Y Y Y N

- -NY

N N N

***************************************************************************************

* 1AC=1 *XXXX 2 AC = 2 minimum * X

3 AC = 2 E AC = ?

COMMENT

:

The decision tree analysis shows two ELSE rules that represent possible ommissions:

1) for the case of a mounting system that is not classified is fixed, direct, or resilient, and 2) for the case of a resilient mounting system with a restraint that is not seismic activated or elastic. Chapter 2 actually defines a third type of restraint

for resilient mounting, a fixed restraining device.

C2 C4 C7 R6

- - - C5 B3

- - C6 R5

- - K4

- - C3 K2

- - ELSE

-CI Fl

- - ELSE

263
DATUM : Amplification factor for location of M/E component

SECTION: 8.3.1 LABEL: XAX NUMBER: 8318

INGREDIENTS

Datum Label Number

Height to level X Total height

(hx)

(H)

2226

2227

FUNCTION

XAX = 1.0 + hx/H

DATUM : Type of resilient mounting system

SECTION : 8.3.3, 2.1 LABEL: TRMS NUMBER: 8321

INGREDIENTS

Datum Label Number

Horiz force displacement ratio of resilient mounting system

Vert force displacement ratio of resilient mounting system

2161

2162

DECISION TABLE 1 2

1 Horiz force displacement ratio of resilient mounting system = vert force displacement ratio of resilient mounting system

Y N

**************************************************************************

*

1 TRMS = stable * X

2 TRMS = not stable * X

*

COMMENT

1. The provision represented here is actually found in chapter 2, but section 8.3.3 is the

place where it is used.

264
DATUM : Natural period of vibration of component and attachment

SECTION: 8.3.2 (A) LABEL: TC NUMBER: 8324

INGREDIENTS

Datum Label Number

Weight of A/M/E component

Stiffness of M/E support with respect to center of gravity

Use of other substantiated value of period desired

Properly substantiated value of period

(wc) 8225

K 8330

8340

8342

DECISION TABLE 1 2

1 Use of other substantiated value of period desired = true N Y ***********************************************************************************

** X

* X

*

1 TC = 0.32 y WC/K

2 TC = properly substantiated value of period

2-65
DATUM : Stiffness of M/E support with respect to center of gravity

SECTION: 8.3.2 (A) LABEL: K NUMBER: 8330

INGREDIENTS

Datum Label Number

Type of mounting system for mech/elect equipment

Type of resilient mounting system

Spring constant for mounting system

Slope of M/E support load deflection curve at point of load

TRMS

2160

8321

8332

8333

DECISION TABLE 1 2 E

1 Type of mounting system for mech/elect equipment = resilient

2 Type of resilient mounting system = stable

Y Y

Y N ***********************************************************************************

*

1 K = spring constant for mounting system * X

2 K = slope of M/E support load deflection curve at point of load * X

E K = ? * X

*

COMMENT

1. Although this table shows an else rule with no specified action for non-resilient

mounting systems, the omission is not significant because K is only called for when

the mounting system is resilient.

266
DATUM : Mechanical/electrical attachment design requirement

SECTION: 8.3.3 LABEL: MEADR NUMBER: 8345

INGREDIENTS

Datum Label Number

Type of mounting system for mech/ elect equipment

Wood materials requirement

Steel materials requirement

Concrete materials requirement

Masonry materials requirement

Type of resilient mounting system

Restraining device provided for resilient mounting

Type of restraining device

Resistance of restraining device on resilient mount

Force on component due to deceleration by restraint

Restraining force determined by dynamic analysis

Seismic force for mechanical/electrical component

2160

WMR 9001

SMR 10001

CMR 11001

MMR 12001

TRMS 8321

8348

2166

8351

8354

8357 FPME 8309

DECISION TABLE 2 3

Type of mounting system for mech/elect equipment = fixed or direct

Type of mounting system for mech/elect equipment = resilient

Wood materials requirement = satisfied and

Steel materials requirement = satisfied and

Concrete materials requirement = satisfied and

Masonry materials requirement = satisfied

Type of resilient mounting system = stable

Restraining device provided for resilient mounting = true Type of restraining device = elastic

Resistance of restraining device on resilient mount 2 Seismic force

for mechanical/electrical component or Resistance of restraining device on resilient mount > Restraining

force determined by dynamic analysis

Force on component due to deceleration by restraint < Seismic force

for mechanical/electrical component

- Y

********************** A** A*A************ **************************** A* ****** A****^

* MEADR = satisfied * XXX

MEADR = violated * X

*

COMMENTS

:

1.2.

3.

Condition 3 is somewhat redundant because chapters 1 and 3 already require it. It was assumed that resilient mounting systems with restraining devices other than

elastic are permitted, because other sections of the chapter make specific reference

to other types. As section 8.3. is written, however, neither conditions 7 nor 8 apply

to such mounting systems.

The commentary to the Provisions indicate that the logical ^in condition 7 may not

be strictly correct.

267
DATUM : Mechanical/electrical component design requirement

SECTION: 8.3.4 LABEL: MECDR NUMBER: 8360

INGREDIENTS

Datum Label Number

M/E component certification (testing) required

M/E attachment certification (testing) required

Mechanical/electrical test compliance requirement

MECCR 8363

MEACR 8369

MEETC 1644

DECISION TABLE 1 2 E

N Y

. Y

*

1 M/E component certification (testing) required = true 0£ * M/E attachment certification (testing) required = true *

2 Mechanical/electrical test compliance requirement = satisfied *

*

k

1 MECDR = satisfied * XX

2 MECDR = violated * X

COMMENT

The text of section 8.3.4 refers to "certification" in many places, whereas the text

of section 1.6.3 refers to "testing." Section 1.6.5, which is not referenced by either

section 8.3.4 or 1.6.3 refers to "certification." This mixture of terms is somewhat

confusing. The confusion even extends to the title of section 8.3.4, (and consequently,

the name of this datum) which does not accurately represent the provisions within

section 8.3.4.

268
DATUM : M/E component certification (testing) required

SECTION: 8.3.4 LABEL: MECCR NUMBER: 8363

INGREDIENTS

Datum Label Number

Type of mounting system for mech/ elect equipment

A/M/E performance level

Seismiclty index

2160 PL 8105

SI 1425

DECISION TABLE 1 2 E

1 Type of mounting system for mech/elect equipment = fixed or direct * Y

-

2 Type of mounting system for mech/elect equipment = resilient * - Y

3 A/M/E performance level = S or G * Y Y

4 Seismiclty index = 3 or 4 * Y . * ***************************************************************************************

*

1 MECCR = true * X X

2 MECCR = false * X

*

DATUM : M/E attachment certification (testing) required

SECTION: 8.3.4 LABEL: MEACR NUMBER: 8369

INGREDIENTS

Datum Label Number

Type of mounting system for mech/elect equipment

A/M/E performance level PL 2160

8105

DECISION TABLE 1 E

1 Type of mounting system for mech/elect equipment = resilient

2 A/M/E performance level = S or G ***************************************************************************************

*

1 MEACR = true * X

2 MEACR = false * X

*

269
DATUM : M/E utility service interface requirement

SECTION: 8.3.5 LABEL: MEUSIR NUMBER: 8372

INGREDIENTS

Datum Label Number

Seismic hazard exposure group

Seismicity index

Element of building (component)

Type of utility service

Utility shutoff device provided

Action to trigger utility shutoff device

Effective peak acceleration

SHEG 1430

SI 1425

2114

8375

8378

8381 EPA 1405

DECISION TABLE 1 2 3 4 E

1 Element of building = utility interface for gas, high

temperature fluids or electricity

2 Seismic hazard exposure group = II or III

3 Seismicity index = 3 or 4

4 Utility shutoff device provided = true

5 Action to trigger utility shutoff device = failure within service

system and

Action to trigger utility shutoff device = ground motion above

0.5 EPA (gravity) ******************************************************************************

*

1 MEUSIR = satisified * X X X X

2 MEUSIR = violated * X

*

COMMENT

L. Condition 5 states that the shutoff device shall be triggered by either, or both, of

the two actions specified. There is one other possible assumption for the meaning of

the provisions: that the shutoff device can be designed to trigger on either one of

the two actions and ignore the other.

270
DATUM : Wood materials requirement

SECTION : Chapter 9 LABEL: WMR NUMBER: 9001

INGREDIENTS

Datum Label Number

Building elements that resist seismic force

Requirements of wood reference documents

Building use Construction type

Number of levels (stories)

Total height

Selsmlclty index

Conventional light timber requirement

Wood strength calculation procedure requirement

Engineered timber construction requirement

Wood design category requirement

9110

9120

1270

1350

2243

2227

SI 1425

CLTR 9701

ZWSCPR 9200

ETCR 9801

WDESCR 9002

DECISION TABLE 1 2 3 E

1 Building elements that resist seismic force include wood systems N

2 Requirements of wood reference documents = true (as modified by

conditions 3 through 7)

3 Building use = dwelling and Construction type = wood frame and

Number of levels (stories) < 3 and Total height < 35 feet and

Selsmlclty index = 3 ojc^ 4

4 Conventional light timber requirement = satisfied

5 Wood strength calculation procedure requirement = satisfied

6 Engineered timber construction requirement = satisfied

7 Wood design category requirement = satisfied *************************************************************************************

1 WMR = satisfied * XXX

2 WMR = violated * X

*

N

COMMENTS

The third condition is found in section 1.3.1, which is referenced in section 9.7.

Chapter 1 states that buildings for which that condition is true need only satisfy

the provisions of section 9.7, which is the fourth condition. Thus the second rule

is independent of the seismic performance category. In fact, chapter 1 strongly

Implies that such buildings need not be classified according to seismic performance

category. Section 9.5, which contains the category C wood requirement, modifies the

provisions of section 9.7, thus implying that such buildings are classified according

to seismic performance category (they all fall into category B or category C)

.

This inconsistency is treated in these decision tables by including the pertinent

provision from section 9.5 in the decision table for section 9.7 and by assuming that

such buildings are classified only for the purpose of determining the applicable

provisions in that decision table and that no other seismic performance category

requirements apply.

Although category A buildings require very little analysis of seismic forces, the

wording of section 9.7 only allows the conventional light timber design rules for

those buildings meeting the exception of section 1.3.1. Thus this table shows that

category A buildings (which do not meet the exception of section 1.3.1) must meet

the requirement for engineered construction, which does not seem to be fully

applicable.

271
COMMENT (for datum 9001, previous page)

3. There are several possible ELSE rules for this table (see decision tree), and for most of them the implied action seems appropriate. There is one exception, however.

(It is marked with an *.) Buildings for which the third condition is true (i.e.,

buildings falling within the exception of section 1.3.1) and the fourth condition

is false (i.e., buildings not satisfying the requirements of section 9.7, the con- ventional light timber construction requirement) are apparently unacceptable, even

if conditions 5, 6, and 7 are true. It would seem technically acceptable for the

conventional light timber construction requirement to be violated if the engineered

timber construction requirement were satisfied.

CI C2 C3 C4 K2

- - ELSE*

C5 C6 C7 R3

- - ELSE

ELSE

- - ELSE

- - ELSE

Rl

272
DATUM : Wood design category requirement

SECTION : Chapter 9 LABEL: WDESCR NUMBER: 9002

INGREDIENTS

Datum Label Number

Seismic performance category

Category A wood requirement

Category B wood requirement

Category C wood requirement

Category D wood requirement

SPC 1490

CAWR 9300

CBWR 9400

CCWR 9500

CDWR 9600

DECISION TABLE 1 2

1 Seismic performance category = A

2 Seismic performance category = B

3 Seismic performance category = C

4 (Seismic performance category = D)

5 Category A wood requirement = satisfied

6 Category B wood requirement = satisfied

7 Category C wood requirement = satisfied

8 Category D wood requirement = satisfied

Y - -

- Y -

- - Y

****************************************************************************************

*

1 WDESCR = satisfied * X X X X

2 WDESCR = violated * X

*

273
DATUM : Wood strength calculation procedure requirement

SECTION: 9.2 LABEL: ZWSCPR NUMBER: 9200

INGREDIENTS

Datum Label Number

Strength of wood components XSW 9210

COMMENTS

This particular datum is not absolutely necessary to represent the Provisions , and the

relation to its ingredient is somewhat less clear than in the general case. It is

used in this analysis to emphasize that the strengths of structural components found

in reference documents are modified by the Provisions for use in earthquake resistant

design and to facilitate the clear reference of the datum from other chapters independently from the design category datum.

Note that this requirement applies for all seismic performance categories, including

category A, even though no seismic load analysis is specified for category A, only

minimum seismic forces.

DATUM : Strength of wood components

SECTION: 9.2 LABEL: XSW NUMBER: 9210

INGREDIENTS

Datum Label Number

Capacity reduction factor for wood ~~— PHIW 9220

Allowable strength of wood components ASW 9230

FUNCTION

XSW = 2(PHIW)(ASW)

274
DATUM: Capacity reduction factor for wood

SECTION : 9.2, 9.5.3, Table 9-1 LABEL: PHIW NUMBER: 9220

INGREDIENTS

Datum Label Number

Element of building (component)

Stress type

Diaphragm strength calculated from principles of mechanics

Species group

Diaphragm strength from these provisions

Number of screws or nails in joint

Width of panel boundary members

(N)

2114

9240

9250

9260

9270

9280

9290

DECISION TABLE 12 3 5 6 7 8 9 10 11

34

5

6

78

9 10

11

* Element = wood member and *Y-------- - - Stress type = bending, bearing, compression or_ * tension * Element = plywood diaphragm and Diaphragm *-yY------ - - strength calculated from principles of * mechanics = true * Species group of diaphragm framing = III *.YSpecies group of diaphragm framing = IV * . - Y Element = diaphragm or shear wall and *___YY---- - - Diaphragm strength from these provisions = true * Element = carriage bolt without washer *_____y___ _ _ lag screws or wood screws *______YY- - - screws or nails in joint >4 * NY. NY

bolt or other timber connector *_____--_y

nail perpendicular to grain in *________- y Y withdrawal * Element = plywood diaphragm and Width of * panel boundary members < 3" nominal *___{jy---- - -

Element

Number of

Element

Element

*************************************************************************************

* X X

* Y

1 PHIW = 1.0

2 PHIW = 0.82

3 PHIW = 0.65

4 PHIW = 0.75

5 PHIW = 0.67

6 PHIW =0.90

7 PHIW = 3.6/N

E PHIW = ?

COMMENTS

:

X X

There are several ELSE rules for which no action is specified. (See the decision

tree.) For example:

i) Shear stress in a wood member (marked *).

ii) Plywood diaphragms with strength calculated on the principles of mechanics

where the species group of the framing members is I or II (marked #.).

Note that Douglas Fir and Southern Pine are both Group II.

iii) Lateral resistance of nails (marked $).

iv) etc. 275
DATUM 9220: Derived decision tre

C2 * * C3 R2

- - - C4 K3

- - ELSE//

- - - C5 Cll S5

- - - fi4

- - - C7 Ce JJ8

- - - - R7

- - - CIO C8 Ell

- - - SIO

- - - CI Rl

- - C6 * i56

- - C9 S9

- ELSE *$

276
DATUM : Allowable strength of wood components

SECTION : 9.2, 9.6.3. 9.8 LABEL: ASW NUMBER: 9230

INGREDIENTS

Datum Label Number

Element of building (component)

Diaphragm strength calculated from principles of mechanics

Seismic performance category

Building contains concrete or masonry walls

Component covered by wood reference documents

Allowable working stress shear in plywood diaphragm

Allowable working stress shear in plywood shear walls

Allowable working stress shear for fiberboard shear walls

Allowable working stress shear for lath and plaster walls

Allowable working stress shear for gypsum board walls

Strength from reference documents

2114

9250

SPG 1490

9630

9130

XWSSPD 9867

XWSPSW 9877

AWSFSW 9886

AWSLPW 9888

AWSGBW 9892

9235

DECISION TABLE 12 3 5 6 7 8 9 10 11 E

10

Component = plywood diaphragm

Component = plywood shear wall

Component = conventional diagonlly sheathed

shear wall

Component = special diagonally sheathed shear

wall

Component = fiberboard shear panel

Component = lath and plaster shear panel

Component = gypsum board shear panel

Diaphragm strength calculated from principles

of mechanics = true Seismic performance category = D and Building

contains concrete or masonry walls = true Component covered by wood reference documents

true

**YY------- - N *--YYY---- - N *-----Y--- - N

**------Y-- - N

**-------Y- - N *--------Y - N *--------- Y N *NYNY **..NNY

************************************************************************************

1 ASW = XWSSPD (table 9-1 of Provisions)

2 ASW = XWSPSW (table 9-2 of Provisions ) 3 ASW = XWSPSW/2

4 ASW = Strength from reference documents

5 ASW = 200 pounds/foot

6 ASW = 600 pounds/foot

7 ASW = AWSFSW (tabel 9-3 of Provisions ) 8 ASW = AWSLPW (table 9-4a of Provisions ) 9 ASW = AWSGBW (table 9-4 b of Provisions ) E ASW = ?

* X

*

**

*

*

*

*

**

*

COMMENTS

The "allowable" strength of a large number of wood components is specified in the

tables referenced from section 9.8. This is in contrast to the other chapters on materials of construction, where reference documents are used almost exclusively for

"allowable" strengths.

Rule 5 is found in section 9.6.3. It was assumed that condition 8 should be immaterial

for that rule.

The only ELSE rule is for components that would give false values for conditions

1 through 7 and 10.

277
DATUM : Category A wood requirement

SECTION: 9.3 LABEL: CAWR NUMBER: 9300

INGREDIENTS

Datum Label Number

Construction type

Number of levels (stories)

Wall sheathing application requirement

Portion of length of wall with bracing

Wall location

Wall bracing applied over full height of story

WSAR

1350

2243

9763

9320

9330

9340

DECISION TABLE 1 2 3 E

1 Construction type = wood frame and Number of levels (stories) =3 * N Y Y

2 Wall location = first story exterior * .NY

3 Wall sheathing application requirement = satisfied * . . Y

4 Portion of length of wall with bracing > 25% * . . Y

5 Wall bracing applied over full height of story = true * . . Y A******************************************************************************

k

1 CAWR = satisfied * XXX

2 CAWR = violated * X

*

COMMENTS

1. Note that the wall bracing provisions apply only to three-story buildings. It might

be more plausible if they applied to all buildings over 2 stories high.

2. The provisions for wall bracing apparently override any calculated strength requirements.

278
DATUM : Category B wood requirement

SECTION: 9.4 LABEL: CBWR NUMBER: 9400

INGREDIENTS

Datum Label Number

Category A wood requirement

Category B wood tie requirement

Category B lag screw washer requirement

Category B eccentric joint requirement

CAWR 9300

CBWTR 9420

CBLSWR 9450

CBEJR 9480

DECISION TABLE 1 E

1 Category A wood requirement = satisfied

2 Category B wood tie requirement = satisfied

3 Category B lag screw washer requirement = satisfied

4 Category B eccentric joint requirement = satisfied **************************************************************************************

*

1 CBWR = satisfied * X

2 CBWR = violated * X

*

279
DATUM : Category B wood tie requirement

SECTION: 9, 4. 1(A) LABEL: CBWTR NUMBER: 9420

INGREDIENTS

Datum Label Number

Component providing seismic tie between two portions of bldg

Component providing anchorage of concrete or masonry walls to floors

9430

9440

DECISION TABLE 1 E

1 Component providing seismic tie between two portions of bldg = diaphragm * N sheathing *

2 Component providing anchorage of concrete or masonry walls to floors = * N diaphragm sheathing *

* *************************************************************************

*

1 CBWTR = satisfied * X

2 CBWTR = violated * X

*

COMMENTS

1. Section 9. 4, 1(A) is headed "Anchorage of Concrete or Masonry Walls," but the text

of the section also includes reference to the minimum tie requirement of section

3,7.5.

280
DATUM ; Category B lag screw washer requirement

SECTION: 9.4.1(B) LABEL: CBLSWR NUMBER: 9450

INGREDIENTS

Datum Label Number

Bearing material under head of lag screw Washer provided under head of lag screw9460

9470

DECISION TABLE 1 2 E

1 Bearing material under head of lag screw = wood

2 Washer provided under head of lag screw = true

N Y

. Y ****************************************************************************************

*

1 CBLSWR = satisfied * XX

2 CBLSWR = violated * X

*

DATUM : Category B eccentric joint requirement

SECTION: 9.4.1(C) LABEL: CBEJR NUMBER: 9480

INGREDIENTS

Datum Label Number

Greatest end distance in any eccentric wood joint

Depth of member

Sect 208B of Ref 9.1 modified, delete 50% stress increase

9485

9490

9495

DECISION TABLE 1 2 E

1 Greatest end distance in any eccentric wood joint > 5(Depth of member) N Y

2 Sect 208B of Ref 9.1 modified, delete 50% stress increase = true . Y ****************************************************************************************

1 CBEJR = satisfied

2 CBEJR = violated

X X

281
DATUM : Category C wood requirement

SECTION: 9.5 LABEL: CCWR NUMBER: 9500

INGREDIENTS

Datum Label Number

Category B wood requirement

Category C plywood material requirement

Category C wood framing requirement

Category C wood detailing requirement

CBWR 9400

CCPMR 9515

CCWFR 9535

CCWDR 9555

DECISION TABLE 1 E

1 Category B wood requirement = satisfied

2 Category C plywood material requirement = satisfied

3 Category C wood framing requirement = satisfied

4 Category C wood detailing requirement = satisfied

1 CCWR = satisfied * X

2 CCWR = violated * X

*

COMMENTS

1. Section 9.5.2(C) is not contained in this decision table as explained in comment 1 on datum 9001, it is included in the decision tables for section 9.7 (specifically,

datum 9739).

282
DATUM : Category C plywood material requirement

SECTION: 9.5.1 LABEL: CCPMR NUMBER: 9515

INGREDIENTS

Datum Label Number

Exposure of structural plywood 9520

Structural plywood exposure type 9525

Glue type for structural plywood 9530

DECISION TABLE 1 2 E

*

1 Exposure of structural plywood = exterior surface of exterior walls * Y N

2 Structural plywood exposure type = "Exterior" * Y . 3 Glue type for structural plywood = "Intermediate" or "Exterior" * + Y

* ******************************************************************************

*

1 CCPMR = satisfied * XX

2 CCPMR = violated * X

*

283
DATUM ; Category C wood framing requirement

SECTION: 9.5.2(A) and (B) LABEL: CCWFR NUMBER: 9535

INGREDIENTS

Datum Label Number

Number of stories (levels)

Wood diaphragm used to resist torsion from conc/mas walls

Shear wall sheathing material

Wall location

2243

9540

9545

9330

DECISION TABLE 12 3 4 5

*

1 Number of stories (levels) > 2 *

2 Number of stories (levels) > 1 *

3 Wood diaphragm used to resist torsion from conc/mas walls = true * 4 Shear wall material = fiberboard on any wall *

5 Wall location = top story *

6 Shear wall sheathing material = gypsum sheathing or gypsum wall- * board or particle board or wire lath and plaster *

- N N Y Y N Y Y + +

. . . N N

N N N N N

. Y N Y N

. .N.N

k

1 CCWFR = satisfied * X X X X X

2 CCWFR = violated * X

*

COMMENTS

L. The sheathing types that are prohibited by conditions 4 and 6 include all the types

listed in section 9,7.3 except plywood and diagonal boards. However, section 9.8.5

Includes gypsum lath and plaster, which would not be prohibited by this decision

table. It appears that the ambiguity regarding engineered versus conventional

timber construction discussed in the comments on datum 9001 may also affect this

provision.

284
DATUM ; Category C wood detailing requirement

SECTION: 9.5.3 LABEL: CCWDR NUMBER: 9555

INGREDIENTS

Datum Label Number

Ref 9,1 modified for resistance of nails parallel to grain

Shear wall sheathing material

Shear panel type

Plywood application

9560

9545

9565

9570

DECISION TABLE 1 2 3 4 E

1 Ref 9.1 modified for resistance of nails parallel to grain = true * Y Y Y Y

2 Shear wall sheathing material = plywood * N Y Y Y

3 Shear panel type = diaphragm * . N Y Y

4 Plywood application = directly on framing * . Y Y

-

5 Plywood application = over solid lumber planking or laminated deck * , - - Y

A ****************************************************************************************

* 1 CCWDR = satisfied * X X X X

2 CCWDR = violated * X

*

COMMENTS

:

1. The text is ambiguous as to whether the resistance of nails driven parallel to grain

called out in condition 1 is to be taken as an allowable working strength value or yield strength value.

2. The second rule apparently prohibits applying plywood sheathing over gypsum sheathing

for use as a seismic shear wall, although it is permitted in table 9-2.

3. The second paragraph of section 9.5.3(A) is not in this table; it is in the table

for the capacity reduction factor, datum 9220.

285
DATUM : Category D wood requirement

SECTION : 9.6, 9.6.1, 9.6.2 LABEL: CDWR NUMBER: 9600

INGREDIENTS

Datum Label Number

Category C wood requirement

Shear wall sheathing material

Type of diaphragm framing

CCWR 9500

9545

9620

DECISION TABLE 1 E

1 Category C wood requirement = satisfied

2 Shear wall sheathing material = gypsum sheathing or gypsum wallboard or fiberboard ^r particle board 0£ wire lath and plaster

3 Type of diaphragm framing = unblocked (for seismic resistance) **************************************************************************************

CDWR = satisfied * X

CDWR = violated * X

*

COMMENTS

1. Section 9.6.3 is not included in this decision table. It is included in datum 9230.

2. The comment on datum 9535 pertains to the second condition in this decision table.

DATUM : Conventional light timber requirement

SECTION: 9.7 LABEL: CLTR NUMBER: 9701

INGREDIENTS

Datum Label Number

Conventional wall framing requirement

Conventional wall sheathing requirement

CWFR

CWDR

9706

9739

DECISION TABLE 1 E

1 Conventional wall framing requirement = satisfied

2 Conventional wall sheathing requirement = satisfied ****************************************************************************************

1 CLTR = satisfied * X

2 CLTR = violated * X

*

286
DATUM: Conventional wall framing requirement

SECTION: 9.7.1 LABEL: CWFR NUMBER: 9706

INGREDIENTS

Datum Label Number

Diameter of foundation sill anchor bolts

Spacing of foundation sill anchor bolts

Embedment of foundation sill anchor bolts

Double plates provided at top of wall

Individual top plates overlap at corners and intersections

Spacing between joints in individual top plates

Wall studs bear fully on bottom plates

Thickness of bottom plate

Width of bottom plate

Width of stud

9709

9712

9715

9718

9721

9724

9727

9730

9733

9736

DECISION TABLE 1 E

Diameter of foundation sill anchor bolts 2 1/2" and

Spacing of foundation sill anchor bolts £ 4' and

Embedment of foundation sill anchor bolts 2 7 (Diameter of foundation

sill anchor bolts)

Double plates provided at top of wall = true and

Individual top plates overlap at corners and intersections = true and

Spacing between joints in individual top plates > 4' Wall studs bear fully on bottom plates = true and

Thickness of bottom plate ^

2" (nominal) and

Width of bottom plate > Width of stud **************************************************************************************

*

1 CWFR = satisfied * X

2 CWFR = violated * X

*

287
DATUM : Conventional wall sheathing requirement

SECTION: 9.7.2 and 9.5.2(C) LABEL: CWDR NUMBER: 9739

INGREDIENTS

Datum Label Number

Walls with seismic bracing section

Wall sheathing application requirement

Location of seismic bracing sections on wall

Spacing of seismic bracing sections on wall

Width of seismic bracing section

Vertical joints in sheathing occur only on studs

Horizontal joints in sheathing occur only on framing

Thickness of framing members

Seismic performance category

Number of levels (stories)

Wall location

Portion of length of wall with bracing

WSAR

SPC

9742

9763

9745

9748

9751

9754

9757

9760

1490

2243

9330

9320

DECISION TABLE 12 3

1 Walls with seismic bracing section include all exterior walls and main

interior partitions

2 Wall sheathing application requirement = satisfied

3 Location of seismic bracing sections on wall = at least each end of

wall

4 Spacing of seismic bracing sections on wall ^25'

5 Width of seismic bracing section J

4'

6 Vertical joints in sheathing occur only on studs = true

7 Horizontal joints in sheathing occur only on framing = true

8 Thickness of framing members ^2" (nominal)

9 Seismic performance category = C or D and Number of levels > 1 10 Wall location = top story

11 Portion of length of wall with bracing ^ 40% *******************************************************************************

* CWDR = satisfied * XXX

CWDR = violated * X

*

COMMENTS

1. Conditions 9, 10, and 11 are from section 9.5.2(C). See comment 1 on datum 9001.

288
DATUM : Mall sheathing application requirement

SECTION: 9.7.3 LABEL: WSAR NUMBER: 9763

INGREDIENTS

Datum Label Number

Shear wall sheathing material

Spacing of studs

Thickness of sheathing

Boards applied diagonal to framing

Sheathing panel size

Sheathing panel orientation

Size of nails in sheathing

Spacing of nails in sheathing

Conventional diagonal sheathing requirement CDSR

9545

9766

9769

9772

9775

9778

9781

9784

9828

DECISION TABLE 3 4 5 6

91011

12

13

14

15

16

1718

19

Shear wall sheathing material = wood boards

Shear wall sheathing material = plywood

Shear wall sheathing material = fiberboard

Shear wall sheathing material = gypsum sheathing

Shear wall sheathing material = gypsum wallboard

Shear wall sheathing material = exterior type 2-B-l

particle board

Spacing of studs < 24" Spacing of studs < 16"

Thickness of sheathing 2 5/16"

Thickness of sheathing > 3/8"

Thickness of sheathing ^ 7/16"

Thickness of sheathing 2 1/2" (nominal)

Thickness of sheathing ^ 5/8" (net)

Boards applied diagonal to framing = true Sheathing panel size =4' x 8' and

Sheathing panel orientation = long side vertical

Size and Spacing of nails in sheathing per table 9-2

Size and Spacing of nails in sheathing per table 9-3

Size and Spacing of nails in sheathing per table 9-4

Conventional diagonal sheathing requirement = satisfied

Y ----- -

- Y Y - - - - ----- Y

- ------ Y

- Y

Y -

- Y

- Y

Y -

WSAR = satisfied

WSAR = violated

****************************************

** xxxxxxx *

* X

COMMENTS

1. The textual reference to tables 9-1 through 9-4 is somewhat ambiguous. Table 9-1

does not apply to walls. Tables 9-2 through 9-4 specify allowable shears, not minimum nailings. It must be assumed that the nailing required would be the

minimum of the different possibilities in each table.

2. The reference to section 9.8.3 (datum 9828) for nailing of diagonally sheathed

panels unavoidably brings in other provisions for board size and joints.

289
DATUM : Engineered timber construction requirement

SECTION: 9.8 LABEL: ETCR NUMBER: 9801

INGREDIENTS

Datum Label Number

Engineered wood framing requirement

Engineered wood shear panel requirement

Engineered wood wall connection requirement

EWRF 9802

EWSPR 9808

EWWCR 9898

DECISION TABLE 1 E

1 Engineered wood framing requirement = satisfied

2 Engineered wood shear panel requirement = satisfied

3 Engineered wood wall connection requirement = satisfied

*

1 ETCR = satisfied * X

2 ETCR = violated * X

290
DATUM: Engineered wood framing requirement

SECTION: 9.8.1 LABEL: EWFR NUMBER: 9802

INGREDIENTS

Datum Label Number

All columns framed to true end bearing

All columns supported securely in position

All columns protected from deterioration

Construction type

Positive conn provided to resist uplift and lateral displ

9803

9804

9806

1350

9807

DECISION TABLE 1 2 E

Y Y

Y Y

Y Y

N Y

. Y

1 All columns framed to true end bearing = true

2 All columns supported securely in position = true

3 All columns protected from deterioration = true

4 Construction type = post and beam

5 Positive conn provided to resist uplift and lateral displ = true *

* ****************************************************************************************

*

1 EWFR = satisfied * XX

2 EWFR = violated * X

*

COMMENTS

:

1 Several of the conditions in this table are difficult to evaluate because no measurable criteria are given.

291
DATUM: Engineered wood shear panel requirement

SECTION : 9.8.2. 9.8.3, 9.8.4, 9.8.5 LABEL: EWSPR NUMBER: 9808

INGREDIENTS

Datum Label Number

Engineered wood shear panel framing requirement

Building has one side without shear walls

Wood diaphragm torsion requirement

Shear wall sheathing material

Diagonally sheathed shear panel requirement

Plywood shear panel requirement

Other material shear panel requirement

EWSPFR 9809

9818

WDTR 9819

9545

DSSPR 9827

PSPR 9854

OMSPR 9878

DECISION TABLE 12 3 4 5 6

Engineered wood shear panel framing requirement = satisfied

Building has one side without shear walls = true Wood diaphragm torsion requirement = satisfied

Shear wall sheathing material = wood boards

Shear wall sheathing material = plywood

Diagonally sheathed shear panel requirement = satisfied

Plywood shear panel requirement = satisfied

Other material shear panel requirement = satisfied

- Y

Y Y

Y Y

Y Y

Y -

- Y

* EWSPR = satisfied * X X X X X X EWSPR = violated * X

COMMENTS

1. The wording from which condition 2 was drawn implies that engineered wood buildings

may only use shear walls for the vertical elements of the seismic resisting system.

The provision is probably Intended to apply when a wood building has shear walls on 3 sides.

292
DATUM : Engineered wood shear panel framing requirement

SECTION: 9.8.2(A) LABEL: EWSPFR NUMBER: 9809

INGREDIENTS

Datum Label Number

Thickness of framing members

Chords, bound memb, collectors transmit induced axial forces

Boundary members tied together at corners

Shear stress transferred around openings

Opening materially affects panel strength

Opening fully detailed on plans

Conn between panel and component resists prescribed forces

9760

9811

9812

9813

9814

9816

9817

DECISION TABLE 1 2 E

1 Thickness of framing members > 2" (nominal)

2 Chords, bound memb, collectors transmit induced axial forces = true

3 Boundary members tied together at corners = true

4 Shear stress transferred around openings = true

5 Opening materially affects panel strength = true

6 Opening fully detailed on plans = true

7 Conn between panel and component resists prescribed forces = true ****************************************************************************************

*

1 EWSPFR = satisfied * XX

2 EWSPFR = violated * X

*

COMMENTS

:

1, Conditions 2, 3, 4, 5 and 7 will be difficult to evaluate,

somewhat redundant with the strength requirement.

Conditions 2 and 7 are

293
DATUM : Wood diaphragm torsion requirement

SECTION: 9.8.2(B) LABEL: WDTR NUMBER: 9819

INGREDIENTS

Datum Label Number

Shear wall sheathing material

Depth of diaphragm normal to open side

Number of levels (stories)

Depth to width ratio for diaphragm

Diagonal sheathing type

Deflection in plane of diaphragm

Permissible deflection of elements attached to diaphragm

YDWRD

9545

9821

2243

9823

9826

3756

3758

DECISION TABLE 12 3 4 5 6

- - Y

1 Shear wall sheathing material = diagonal boards

2 Shear wall sheathing material = plywood

3 Depth of diaphragm normal to open side ^ 25'

4 Number of levels (stories) = 1

5 Depth to width ratio for diaphragm ^ 0.67

6 Depth to width ratio for diaphragm ^ 1.0

7 Depth to width ratio for diaphragm ^ 1.5

8 Depth to width ratio for diaphragm ^ 2.0

9 Diagonal sheathing type = conventional

10 (Diagonal sheathing type = special)

11 Deflection in plane of diaphragm ^ Permissible deflection

of elements attached to diaphragm ****************************************************************************************

* 1 WDTR = satisfied * XXXXXXX

2 WDTR = violated * X

*

*

* Y

- Y- Y Y

* - Y

- Y - -

* Y Y Y Y . . * N N Y Y , , * Y Y . • - -

A + + Y Y N N

* + + + + Y , * + + + + + Y

* . . . • Y N

* . . . • - +

** . . . • Y Y

*

COMMENTS:

1. Rules 1 through 4 are covered in the initial portion of section 9.8.2(B). In interpreting the remainder of the section to obtain rules 5, 6, and 7, it was assumed that conditions 3 and 4 are immaterial.

294
DATUM : Depth to width ratio for diaphragm

SECTION: 9.8.2(B) LABEL: YDWRD NUMBER: 9823

INGREDIENTS

Datum Label Number

Depth of diaphragm normal to open side

Width of diaphragm

9821

9822

COMMENTS

:

1. It is assumed that the depth referred to by the phrase "ratio of depth to width" is the

depth normal to the open side. The function would then be:

YDWRD = Depth/width

DATUM

:

Diagonally sheathed shear panel requirement

SECTION: 9.8.3 LABEL: DSSPR NUMBER: 9827

INGREDIENTS

Datum Label Number

Diagonal sheathing type

Conventional diagonal sheathing requirement

Special diagonal sheathing requirement

9826

CDSR 9828

SDSR 9841

DECISION TABLE 1 2 E

1 Diagonal sheathing type = conventional

2 (Diagonal sheathing type = special)

3 Conventional diagonal sheathing requirement = satisfied

4 Special diagonal sheathing requirement = satisfied

Y N

- +

Y Y

. Y

****************************************************************************************

*

1 DSSPR = satisfied * XX

2 DSSPR = violated * X

*

295
DATUM : Conventional diagonal sheathing requirement

SECTION: 9.8.3(A) LABEL: CDSR NUMBER: 9828

INGREDIENTS

Datum Label Number

Thickness of sheathing

Board width

Size of nails in sheathing

Type of nail

Depth of diaphragm normal to open side

Nails per board at panel boundary

Nails per board at interior framing

Spacing of joints in adjacent boards

Spacing of framing members

Spacing of joints in boards on any framing member

Thickness of framing members

Depth of framing

Angle between boards and framing

9769

9829

9781

9831

9821

9832

9833

9834

9853

9836

9760

9838

9839

DECISION TABLE 12345678E

1 Thickness of sheathing = 1" (nominal)

2 Thickness of sheathing = 2" (nominal)

3 Board width = 6" (nominal)

4 Board width ^

8" (nominal)

5 Size of nails in sheathing = 8d

6 Size of nails in sheathing = 16d

7 Type of nail = box

8 Nails per board at panel boundary ^ 3

9 Nails per board at panel boundary 2 4 10 Nails per board at panel boundary ^ 5 11 Nails per board at panel boundary ^ 6 12 Nails per board at interior framing ^ 2 13 Nails per board at interior framing ^ 3 14 Nails per board at interior framing ^ 4 15 Spacing of joints in adjacent boards ^ Spacing of

framing members

16 Spacing of joints in boards on any framing member ^ 2 Board width

17 Thickness of framing members ^

3" (nominal) and

Depth of framing ^ 4" (nominal)

18 Angle between boards and framing = 45° approximately ************************************************************

1 CDSR = satisfied

2 CDSR = violated *

*

* Y Y Y Y - - - -

* - - - Y Y Y Y

* Y Y

- - Y Y- -

* - Y Y

- - Y Y

* Y Y Y Y

- - - -

* - - - - Y Y Y Y

* N Y N Y N Y N Y

* Y + + + Y + + +

* + Y + • + Y +

* Y , + , Y , +

* . . Y . • . Y

* Y + + + Y + + +

* • Y Y + , Y Y +

* • • Y • . . Y

* Y Y Y Y Y Y Y Y

*

* Y Y Y Y , • • • ** , , , Y Y Y Y

*

* Y Y Y Y Y Y Y Y

*********************************

*

* X X X X X X X X

COMMENTS

1. Note that the operator in conditions 5 and 6 is "=", not "^".

2. According to the text, condition 16 does not apply to diaphragms of 2 inch thick

boards.

296
DATUM ; Special diagonal sheathing requirement

SECTION: 9.8.3(B) LABEL: SDSR NUMBER: 9841

INGREDIENTS

Datum Label Number

Number of layers of conventional diagonal sheathing

Both layers on same face of framing

Angle between the boards in the two layers

Chord strength requirement (special diagonal) SDCSR

9842

9843

9844

9846

DECISION TABLE 1 E

1 Number of layers of conventional diagonal sheathing = 2

2 Both layers on same face of framing = true

3 Angle between the boards in the two layers = 90°

4 Chord strength requirement (special diagonal) = satisfied

*

1 SDSR = satisfied * X

2 SDSR = violated * X

297
DATUM : Chord strength requirement (special diagonal)

SECTION: 9.8.3(B) LABEL: SDCSR NUMBER: 9846

INGREDIENTS

Datum Label Number

Chord beam resistance

Chord design load effect

Chord design load magnitude

Earthquake force effect

Chord design load direction

Chord span

Spacing of framing members

YCBR 9847

YCDLE 9848

9849

QE 3706

9851

9852

9853

DECISION TABLE 1 E

1 Chord design load magnitude = 50% Earthquake force effect (diaphragm unit * Y shear) *

2 Chord design load direction = normal to chord in plane of diaphragm * Y (either direction) *

3 Chord span = Spacing of framing members * Y

4 Chord beam resistance 2 Chord design load effect * Y

* **************************************************************************

*

1 SDCSR = satisfied * X

2 SDCSR = violated * X

*

COMMENTS

1. This is a strength requirement that is contained within detailing requirements.

298
DATUM: Chord beam resistance

SECTION: 9.8.3(B) LABEL: YCBR NUMBER: 9847

INGREDIENTS

Datum Label Number

Strength of wood components XSW 9210

COMMENTS

1. For the use of this datum (see datum 9846), only the beam resistance of the chord

is to be considered (apparently interaction with axial forces are to be ignored in

this calculation)

.

DATUM ; Chord design load effect

SECTION: 9.8.3(B) LABEL: YCDLE NUMBER: 9848

INGREDIENTS

Datum Label Number

Chord design load magnitude

Chord design load direction

Chord span

9849

9851

9852

COMMENT

1. The load effect is to be calculated as a function of the ingredients. Note that limits

exist on the ingredients in the decision table for datum 9846.

299
DATUM ; Plywood shear panel requirement

SECTION: 9.8.4 LABEL: PSPR NUMBER: 9854

INGREDIENTS

Datum Label Number

Plywood shear panel framing requirement

Plywood shear panel nailing requirement

PSPFR

PSPNR

9856

9861

DECISION TABLE 1 E

1 Plywood shear panel framing requirement = satisfied

2 Plywood shear panel nailing requirement = satisfied

****************************************************************************************

*

1 PSPR = satisfied * X

2 PSPR = violated * X

*

300
DATUM : Plywood shear panel framing requirement

SECTION: 9.8.4(A) LABEL: PSPFR NUMBER: 9856

INGREDIENTS

Datum Label Number

Sheathing panel size

Shear panel type

Arrangement of sheathing panels

Framing members provided at all edges of each sheet (blocked)

Plywood designed to resist shear only

Framing members designed to resist axial forces

Boundary members tied together at corners Width of shear panel

9775

9565

9857

9858

9859

9860

9812

9882

DECISION TABLE 12 3

1 Sheathing panel size > 4' by 8

' , except at boundaries

2 Shear panel type = diaphragm

3 (Shear panel type = shear wall)

4 Arrangement of sheathing panels matches one from table 9-1

5 Width of shear panel > 12"

6 Framing members provided at all edges of each sheet (blocked) = true

7 Plywood designed to resist shear only = true

8 Framing members designed to resist axial forces = true

9 Boundary members tied together at corners = true ************************************************************************************

*

1 PSPFR = satisfied * XXX

2 PSPFR = violated * X

*

COMMENTS

1. Condition 3 shows the assumption implied by the text that all shear panels are either

diaphragms or shear walls. Note that the text refers to horizontal diaphragms in some sections, thereby implying that not all diaphragms are horizontal.

2. Condition 9 is redundant; it is also in the decision table for datum 9809, which

covers all shear panels used in engineered wood construction, including plywood.

3. The exception included in condition 1 allows condition 5 to be independent of

condition 1

.

301
DATUM : Plywood shear panel nailing requirement

SECTION: 9.8.4(B) LABEL: PSPNR NUMBER: 9861

INGREDIENTS

Datum Label Number

Size of nail at internal members

Panel location

Thickness of sheathing

Spacing of studs

Direction of face grain

Spacing of nails at intermediate members

9862

9863

9769

9766

9864

9866

DECISION TABLE 12 3 4

Size of nail at internal members = nail size specified for edges and * boundaries in table 9-1 or 9-2 * Panel location = floor * Y - - - Panel location = roof * _ Y - - Panel location = wall

Thickness of sheathing = 3/8" and

Spacing of studs = 24" and

Direction of face grain = parallel to studs

Spacing of nails at intermediate members ^

6" Spacing of nails at intermediate members £ 10" * Y Spacing of nails at intermediate members ^

12" * +

****************************************************************************************

* PSPNR = satisfied * X X X X PSPNR = violated * X

*

COMMENTS

Although strict interpretation of the text would replace the "_" in conditions 6, 7,

and 8 with "=" , it was assumed that the intent is as shown here.

302
DATUM : Allowable working stress shear in plywood diaphragms

SECTION ; 9.8.4, table 9-1 LABEL: XWSSPD NUMBER: 9867

INGREDIENTS

Datum Label Number

Plywood grade

Size of nails in sheathing

Penetration of nail into framing

Thickness of sheathing

Thickness of framing members

Width of panel boundary members

Framing members provided at all edges of each sheet (blocked)

Angle between load and unblocked edges

Angle between load and continuous sheet edges

Spacing of nails at panel boundary

Spacing of nails at continuous sheet edges

Spacing of nails at other sheet edges

Type of nail

9868

9781

9869

9769

9760

9290

9858

9871

9872

9873

9874

9876

9831

DECISION TABLE

No table will be shown, since table 9-1 presents all the decisions clearly and

concisely (excepting the item noted in the second comment below)

COMMENTS

2.

3.

4.

The table effectively places several restrictions on the design of plywood diaphragms

by omission. These omissions would be shown as "ELSE rules" in a decision table

analysis and would include: i) plywood grade other than specified, ii) nail size

other than 6, 8, or 10 penny common, iii) nail penetration less than 1-1/4",

iv) plywood thickness less than 5/16", v) framing members thinner than 2", and

vi) nail spacings over 6".

Table 9-1 apparently contains a typographical error; the figure in the bottom row of

the column for plywood thickness should probably be 5/8".

The first footnote to table 9-1 is really a condition in the decision table for the

capacity reduction factor (datum 9220).

The figures below table 9-1 are generally for illustration only. However, they imply

a hidden design provision: that cases 5 and 6 must be fully blocked panels.

303
DATUM : Allowable working stress shear in plywood shear walls

SECTION : 9.8.4, Table 9-2 LABEL: XWSPSW NUMBER: 9877

INGREDIENTS

Datum Label Number

Plywood grade

Size of nails in sheathing

Penetration of nail into framing

Thickness of sheathing

Plywood application

Spacing of nails at panel boundary

Width of panel boundary members

Spacing of studs

Direction of face grain

Type of nail

Species group

9868

9781

9869

9769

9570

9873

9290

9766

9864

9831

9260

DECISION TABLE

No table will be shown, since table 9-2 presents all the decisions clearly and

concisely, except as noted in the second and third comments below.

COMMENTS

1. Just as table 9-1 does, this table places several restrictions on the design of plywood shear walls.

2. Table 9-2 apparently contains a typographical error. The corresponding table in the

Uniform Building Code , which appears to be the source, contains a value of 200 where

the blank space occurs in the bottom row of table 9-2.

3. The first footnote to the table contains two design restrictions that are addressed

in the decision table for datums 9809 and 9861. Note that the second paragraph

appears to be ambiguous in that it refers to "other species," apparently for the

framing members when no species has been specified.

4. The title for table 9-2 refers to wind .forces. ~~—

304
DATUM ; Other material shear panel requirement

SECTION: 9.8.5 LABEL: OMSPR NUMBER: 9878

INGREDIENTS

Datum Label Number

Distance from nail to edge of sheet

Height to width ratio of shear panel

Wall resists loads from concrete or masonry walls

YHWR

9879

9883

9884

DECISION TABLE 1 E

1 Distance from nail to edge of sheet > 3/8"

2 Height to width ratio of shear panel ^ 1.5

3 Wall resists loads from concrete or masonry walls = true

****************************************************************************************

*

1 OMSPR = satisfied * X

2 OMSPR = violated * X

*

COMMENTS

1. Condition 3 is found in a footnote to tables 9-3 and 9-4, which are referenced

from section 9.8.5.

DATUM : Height to width ratio of shear panel

SECTION: 9.8.5 LABEL: YHWR NUMBER: 9883

INGREDIENTS

Datum Label Number

Height of shear panel

Width of shear panel

9881

9882

COMMENTS

1. The implied function is simply:

YHWR = Height/Width

305
DATUM ; Allowable working stress shear for flberboard shear walls

SECTION : 9.8.5, Table 9-3 LABEL: AWSFSW NUMBER: 9886

INGREDIENTS

Datum Label Number

Thickness of sheathing

Size of nails in sheathing

Type of nail

Flberboard sheathing type

Wall sheathed with other material that is used for shear resistance

Same material applied on both faces of wall

Spacing of nails at panel boundary

Spacing of nails at intermediate members

9769

9781

9831

9887

9896

9897

9873

9866

DECISION TABLE 12 3 4 5 6 7

9 10

Thickness of sheathing = 7/16"

Thickness of sheathing = 1/2"

Thickness of sheathing = 25/32"

Size and Type of nail = 11 gage galvanized roofing nail

1-1/2" long with 7/16" head

Size and Type of nail = 11 gage galvanized roofing nail

1-3/4" long with 5/16" head

Flberboard sheathing type = "nail base"

Wall sheathed with other material that is used for shear

resistance = true Same material applied on both faces of wall = true Spacing of nails at panel boundary < 3" Spacing of nails at intermediate members < 6"

Y Y

- - - -

- - Y Y

- -

- - - - Y Y Y Y Y Y - -

- - - - Y Y

. . Y Y • . N N N N N N

N Y N Y N Y

Y Y Y Y Y Y

Y Y Y Y Y Y

X

**********************************************************************************

*

1 AWSFSW =0 * X

2 AWSFSW = 125 lbs. /ft. * X

3 AWSFSW = 175 lbs. /ft. *__^ 4 AWSFSW = 250 lbs. /ft. *

5 AWSFSW = 350 lbs. /ft. *

X X

X

COMMENTS

1. A comparable table in the Uniform Building Code gives 7/16 inch for the head size

of the nail in condition 5.

306
DATUM : Allowable working stress shear for lath and plaster walls

SECTION: 9.8.5, Table 9-4 LABEL: AWSLPW NUMBER: 9888

INGREDIENTS

Datum Label Number

Shear wall sheathing material 9545

Thickness of sheathing 9769

Lath thickness 9889

Plaster thickness 9891

Spacing of nails in sheathing 9784

Size of nails in sheathing 9781

Type of nail 9831

Wall sheathed with other material that is used for shear resistance 9896

Same material applied on both faces of wall 9897

DECISION TABLE 1 2 3 4 5 E

*

1 Shear wall sheathing material = woven or welded wire lath and * . Y Y - - Portland cement plaster *

2 Shear wall sheathing material = plain or perforated gypsum lath * . - - Y Y and plaster *

3 Thickness of sheathing = 7/8" * . Y Y + +

4 Lath thickness = 3/8" * . . . Y Y

5 Plaster thickness = 1/2" * . . . Y Y

6 Spacing of nails in sheathing ^

6" (at all framing) * . Y Y + +

7 Spacing of nails in sheathing < 5" (at all framing) * . . . Y Y

8 Size and Type of nail = 11 gage 1-1/2" long with 7/16" head or * . Y Y

- -

16 gage staples with 7/8" long legs *

9 Size and Type of Nail = 13 gage 1-1/8" long plaster board blued * . - - Y Y nail with 7/16" head *

10 Wall sheathed with other material that is used for shear * Y N N N N resistance = true *

11 Same material applied on both faces of wall = true * . N Y N Y

* ******************************************************************************

* 1 AWSLPW =0 * X X

2 AWSLPW = 100 lbs. /ft. * X

3 AWSLPW = 180 lbs. /ft. * X

4 AWSLPW = 200 lbs. /ft. * X

5 AWSLPW = 360 lbs. /ft. * X

*

307
DATUM : Allowable working stress shear for gypsum board walls

SECTION: 9.8.5 LABEL: AWSGBW NUMBER: 9892

INGREDIENTS

Datum Label Number

Wall sheathed with other material that is used for shear resistance 9896

Same material applied on both faces of wall 9897

Basic working stress shear for gypsum board walls BWSGBW 9893

DECISION TABLE 12 3

1 Wall sheathed with other material that is used for shear res = true *

2 Same material applied on both faces of wall = true * Y N N

. N Y

*

1 AWSGBW =0 * X

2 AWSGBW = BWSGBW * X

3 AWSBGW = 2 (BWSGBW) * X

*

COMMENTS

1. Inclusion of these conditions in the decision table for datum 9893 made that table

unnecessarily unwieldy; therefore, the information was divided into two decision

tables.

308
DATUM : Basic working stress shear for gypsum board walls

SECTION : 9.8.5. Table 9-4 LABEL: BWSGBW NUMBER: 9893

INGREDIENTS

Datum Label Number

Shear wall sheathing material

Thickness of sheathing

Sheathing panel size

Framing members provided at all edges of each sheet (blocked)

Spacing of nails in sheathing

Size of nails in sheathing

Type of nail

2-5/8" layers on same face with 6d at 9" bot and 8d at 7" top

9545

9769

9775

9858

9784

9781

9831

9894

DECISION TABLE 12 3 4 5 6 8 9

*

1 Shear wall sheathing material = gypsum sheathing board *yyY------

2 Shear wall sheathing material = gypsum wallboard *---YYYYYY

3 Thickness of sheathing = 1/2" *YYYYYYY-- 4 Thickness of sheathing = 5/8" *_______Y5 Sheathing panel size = 2' wide * Y - -

6 Sheathing panel size = 4' wide * - Y Y

7 Framing members provided at all edges of ea sheet *NNYNNYYYY

(blocked) = true *

8 Spacing of nails in sheathing < 7" (at all framing) *++YY+Y++ . 9 Spacing of nails in sheathing < 4" (at all framing) *YY . NYNYY

10 Size and Type of nail = 11 gage 1-3/4" diamond point, *yYY------

galvanized with 7/16" head * 11 Size and Type of nail = 5d cooler *---YYYY--

12 Size and Type of nail = 6d cooler *_______Y13 2-5/8" layers on same face with 6d at 9" bot and 8d *-----__-y

at 7" top = true and Type of nail = cooler *

* ****************************************************************************************

*

1 BSWGBW = lbs. /ft. * X

2 BSWGBW = 75 lbs. /ft.

3 BSWGBW = 100 lbs. /ft.

4 BSWGBW = 125 lbs. /ft.

5 BSWGBW = 150 lbs. /ft.

6 BSWGBW = 175 lbs. /ft.

7 BSWGBW = 250 lbs. /ft.

X

X X

309
DATUM : Engineered wood wall connection requirement

SECTION: 9.8.6 LABEL: EWWCR NUMBER: 9898

INGREDIENTS

Datum Label Number

Element provides resist to anch force for conc/mas walls

Element of building (component)

Type of seismic force effect

9899

2114

3786

DECISION TABLE 1 2 E

1 Element provides resist to anch force for conc/mas walls = true * NY

2 Component (used for connection) = toe nails * . N

3 Component (used for connection) = nails in withdrawal * . N

4 Component (used for connection) = wood ledger and * . N Type of seismic force effect = cross grain bending or tension *

* *****************************************************************************

*

1 EWWCR = satisfied * XX

2 EWWCR = violated * X

*

310
DATUM ; Steel materials requirement

SECTION ; Chapter 10 LABEL : SMR NUMBER: 10001

INGREDIENTS

Datum Label Number

Building elements that resist seismic force

Requirements of steel reference documents

Steel strength calculation procedure requirement

Steel design category requirement

9110

10100

ZSSCPR 10200

SDESCR 10002

DECISION TABLE 1 2 E

1 Building elements that resist seismic force include steel materials * NY

2 Requirements of steel reference documents = satisfied (except as modified * . Y by condition 3 and 4) *

3 Steel strength calculation procedure requirement = satisfied * . Y

4 Steel design category requirement = satisfied * . Y

* ***********************************************************************************

*

1 SMR = satisfied * X X

2 SMR = violated * X

*

COMMENTS

1. Note that there are several modifications in chapter 11 that affect condition 2,

particularly in datums 10240 and 10630.

311
DATUM : Steel design category requirement

SECTION : Chapter 10 LABEL: SDESCR NUMBER: 10002

INGREDIENTS

Datum Label Number

Seismic performance category

Category A steel requirement

Category B steel requirement

Category C and D steel requirement

SPC 1490

ZCASR 10300

CBSR 10400

CCDSR 10500

DECISION TABLE 1 2 3 4 E

Seismic performance category = A Seismic performance category = B Seismic performance category = C (Seismic performance category = D)

Category A steel requirement = satisfied

Category B steel requirement = satisfied

Category C and D steel requirement = satisfied

- Y

- - - Y

* SDESCR = satisfied * X X X X DSESCR = violated * X

COMMENTS

1. See datum 10300 for a comment about condition 5.

312
DATUM : Steel strength calculation procedure requirement

SECTION: 10.2 LABEL: ZSSCPR NUMBER: 10200

INGREDIENTS

Datum Label Number

Strength of steel components XSS 10210

COMMENTS

See the comments on datum 9200. Note that several modifications to the steel reference

documents are introduced by datums 10240 and 10245 which are part of the global

ingredience of this datum.

DATUM : Strength of steel components

SECTION: 10.2 LABEL: XSS NUMBER: 10210

INGREDIENTS

Datum Label Number

Capacity reduction factor for steel PHIS 10220

Modified reference strength for steel YRSS 10245

FUNCTION

XSS = (PHIS) (YRSS)

313
DATUM ; Capacity reduction factor for steel

SECTION: 10.2 LABEL: PHIS NUMBER: 10220

INGREDIENTS

Datum Label Number

Element of building (component)

Type of steel connection

Connection designed to develop full strength of member

Modification 6 of Section 10.6 (beam column joint)

2114

10225

10290

10640

DECISION TABLE 1 2 3 4 E

1 Component = member * Y N N N

2 (Component = connection) * - + + +

3 Type of steel connection = partial penetration weld in steel column * - N N Y

4 Connection designed to develop full strength of member = true * . Y - . 5 Modification 6 of section 10.6 (beam column joint) = true * . + N . * ***A* **************************************************** A*************** A******^

*

1 PHIS = 0.90 * X X

2 PHIS = 0.67 * X

3 PHIS = 0.80 * X

E PHIS = ? * X

A

COMMENTS

1. For the purpose of this decision table, all steel components may be thought of as members or connections.

2. It was assumed that the reference to section 10.6.1(A)6 meant modification 6 of

section 10.6

3. The decision tree shows one ELSE rule, a steel connection for which condition 4 is false

and condition 5 is true. This is possible if the strength of the connection is less

than the full strength of the member, but the rotation capacity of the connection is

adequate to satisfy modification 6 of section 10.6.

CI Rl

- C3 R4

- - C4 S2

- - - C5 ELSE

- - - E3

314
DATUM : Modification to steel reference documents requirement

SECTION: 10.2.1 LABEL: MSRDR NUMBER: 10240

INGREDIENTS

Datum Label Number

Material of component or system

Modifications A through D of section 10.2.1 (AISC strength)

Modification E of section 10.2.1 (AISC P-delta effect)

P-delta effect included in analysis

Modifications A and B of section 10.2.2 (AISI cold formed steel)

Modification of section 10.2.3 (cable strengths)

2115

10250

10260

10265

10270

10280

DECISION TABLE 12 3 4 5

Material of component or system = structural steel

Material of component or system = cold formed steel

Material of component or system = steel cables

p-delta effect included in analysis

Modifications A through D of section 10.2.1 (AISC strength) = true Modification E of section 10.2.1 (AISC P-delta effect) = true Modification A and B of section 10.2.2 (AISI cold formed) = true Modification of section 10.2.3 (cable strengths) = true

Y - -

- Y

- - Y

********************;*************** A*** ************** A** *****************

* MSRDR = satisfied * X X X X X MSRDR = violated * X

*

COMMENTS

:

1. Note that there are no modifications for steel joists, so that the strength used in

seismic design is the same as in all other design.

2. Modification 6 of section 10.2.1 removes the 23/12 factor from the definition of

the Euler load in section 1.6.1 of AISC; however, a cross-reference to this from

section 2.3 of AISC contains the factor. This may not be consistent.

3. For the ELF and Modal analysis, condition 4 may be determined by checking the value

of datum 4665. Datum 10265 was created to account for the general case where

other analysis might be used.

315
DATUM : Modified reference strength for steel

SECTION: 10.2.1 LABEL: YRSS NUMBER: 10245

INGREDIENTS

Datum Label Number

Strength permitted by steel reference documents 10230

Modification to steel reference documents requirement MSRDR 10240

COMMENTS

1. See the comment on datum 10240.

DATUM : Category A steel requirement

SECTION: 10.3 LABEL: ZCASR NUMBER: 10300

COMMENTS

This datum only makes reference to the steel reference documents, which is already

referenced (for all situations) by the root datum of this chapter. In all situations,

this datum would be satisfied by conformance to datum 10001. It is only included

because it is specifically called out in the text of chapters 3 and 10.

316
DATUM ; Category B steel requirement

SECTION: 10.4 LABEL : CBSR NUMBER: 10400

INGREDIENTS

Datum Label Number

Category A steel requirement

Ordinary steel moment frame requirement

General framing class

Element of building (component)

Material of component or system

Requirements of Part I of Reference 10.1 (AISC elastic design)

Requirements of Reference 10.2 (AISI Cold Formed)

Requirements of Reference 10.3 (AISI Stainless)

ZCASR 10300

OSMFR 10450

GFC 3303

2114

2115

10420

10430

10440

DECISION TABLE 1 2 3

Category A steel requirement = satisfied

General framing class = Moment Frame and Material = steel

General framing class = Building Frame or Bearing Wall and

Element of building = space frame and Material = steel

Ordinary steel moment frame requirement = satisfied

Requirements of Part I of Reference 10.1 (AISC) = satisfied o£

Requirements of Reference 10.2 (AISI Cold Formed) = satisfied or Requirements of Reference 10.3 (AISI Stainless) = satisfied

+ +

Y

-

- Y

******************************************************************

* CBSR = satisfied * XXX

CBSR = violated * X

*

COMMENTS

:

1. See datum 10300 for a comment about condition 1.

2. Conditions 4 and 5 actually require the same thing: that the steel framing be designed

with structural steel conforming to the AISC specification or with cold formed or stainless steel conforming to the AISI specifications. They are separated here because

chapter 3 makes specific reference to datum 10450.

317
DATUM ; Ordinary steel moment frame requirement

SECTION: 10.4.1 LABEL: OSMFR NUMBER: 10450

INGREDIENTS

Datum Label Number

Requirements of Part I of Reference 10.1 (AISC elastic design)

Requirements of Reference 10.2 (AISI Cold Formed)

Requirements of Reference 10.3 (AISI Stainless)

10420

10430

10440

DECISION TABLE 1 2

1 Requirements of Part I of Reference 10.1 (AISC) = satisfied or Requirements of Reference 10.2 (AISI Cold Formed) = satisfied or Requirement of Reference 10.3 (AISI Stainless) = satisfied

Y N

************************************************************************

*

1 OSMFR = satisfied * X

2 OSMFR = violated * X

*

318
DATUM : Category C and D steel requirement

SECTION: 10.5 LABEL: CCDSR NUMBER: 10500

INGREDIENTS

Datum Label Number

Category B steel requirement

General framing class

Seismic resisting system

Material of component or system

Frame response type

Special steel moment frame requirement

Seismic performance category

Number of levels (stories)

Ordinary steel moment frame requirement

Compression strength of braced frame member

Tension strength of braced frame member

CBSR 10400

GFC 3303

3309

2115

3327

SSMFR 10600

SPG 1490

2243

OSMFR 10450

YCSBFM 10520

YTSBFM 10530

DECISION TABLE 1 2 3

Y Y

Y Y - - N

N

1 Category B steel requirement = satisfied

2 General framing class = Moment Frame and Material = steel

3 Seismic resisting system includes braced frame and Material = steel

4 Frame response type = special

5 (Frame response type = ordinary)

6 Special steel moment frame requirement = satisfied

7 Seismic performance category = C

8 Number of levels (stories) < 3

9 Ordinary steel moment frame requirement = satisfied

10 Compression strength of braced frame member > 50% Tension strength * of braced frame member *

* ********************************************************************************

*

*

*

*

- - Y

+ N

- +

Y N

. Y

. Y

- Y

1 CCDSR = satisfied

2 CCDSR = violated

X X X X X

COMMENTS

:

2.

3.

The value for condition 9 is known in rule 1 because of the value stated for condition

6. Note that this technically would also imply a "-" (implicit no), for condition 1. This has not been shown, because it has been assumed throughout that the reference

to requirements for lower seismic performance categories from higher ones carries

with it the understood concept "except as modified by the requirements for the higher

seismic performance category."

Rule 5 covers buildings with steel shear walls and buildings with some steel components

but in which the primary seismic resisting system is composed of another material.

Note that condition B in rule 2 contradicts section 3.3.4 (A) (datum 3372), which

permits "ordinary" moment frames in much taller buildings.

319
DATUM ; Compression strength of braced frame member

SECTION: 10.5.2 LABEL: YCSBFM NUMBER: 10520

INGREDIENTS

Datum Label Number

Strength of steel components XSS 10210

DATUM : Tension strength of braced frame member

SECTION: 10.5.2 LABEL: YTSBFM NUMBER: 10530

INGREDIENTS

Datum Label Number

Strength of steel components XSS 10210

DATUM : Special steel moment frame requirement

SECTION: 10.6 LABEL: SSMFR NUMBER: 10600

INGREDIENTS

Datum Label Number

Requirements of Part II of Reference 10.1 (AISC plastic design)

Modifications 1 through 7 of section 10.6 (special moment frames)

10620

10630

DECISION TABLE 1 E

1 Requirements of Part II of Reference 10.1 (AISC plastic design) = satisfied * Y

2 Modifications 1 through 7 of section 10.6 (special moment frames) = true * Y ********************************************************************

*

1 SSMFR = satisfied' * X

2 SSMFR = violated * X

*

320
DATUM: Concrete materials requirement

SECTION: Chapter 11 LABEL : CMR NUMBER: 11001

INGREDIENTS

Datvim Label Number

Building elements that resist seismic force

Requirements of concrete reference document

Concrete strength calculation procedure requirement

Concrete design category requirement

9110

11100

ZCSCPR 11200

CDESCR 11002

DECISION TABLE 1 2 E

*

1 Building elements that resist seismic force include concrete materials * NY

2 Requirements of concrete reference document = satisfied (as modified by * . Y conditions 3 and 4) *

3 Concrete strength calculation procedure requirement = satisfied * . Y

4 Concrete design category requirement = satisfied * . Y

* *********************************************************************

*

1 CMR = satisfied * XX

2 CMR = violated * X

*

321
DATUM : Concrete design category requirement

SECTION : Chapter 11 LABEL: CDESCR NUMBER: 11002

INGREDIENTS

Datum Label Number

Seismic performance category

Category A concrete requirement

Category B concrete requirement

Category C and D concrete requirement

SPC 1490

CACR 11300

CBCR 11400

CCDCR 11500

DECISION TABLE 1 2 3 4 E

1 Seismic performance category = A

2 Seismic performance category = B

3 Seismic performance category = C

4 (Seismic performance category = D)

5 Category A concrete requirement = satisfied

6 Category B concrete requirement = satisfied

7 Category C and D concrete requirement = satisfied

- Y

-

- - Y

*******************************************************************

*

1 CDESCR = satisfied . . * X X X X

2 CDESCR = violated * X

*

DATUM : Concrete strength calculation procedure requirement

SECTION: 11.2 LABEL: ZCSCPR NUMBER: 11200

INGREDIENTS

Datum Label Number

Strength of concrete components and systems SC 11210

COMMENTS

1. See the comments for datum 9200.

322
DATUM : Strength of concrete components and systems

SECTION: 11.2 LABEL

SC NUMBER: 11210

INGREDIENTS

Datum Label Number

Type of final placement of concrete

Element of building (component)

Capacity reduction factor for concrete

Strength permitted from reference document

Allowable loads on anchor bolts

PHIC

XALAB

11220

2114

11230

11240

11275

DECISION TABLE 1 2 3 E

1 Type of final placement of concrete = cast in place

2 Type of final placement of concrete = precast

3 Component = anchor bolt

Y - . - Y . N N Y **********************************************************************************

*

1 SC = (PHIC)(Strength permitted from reference document) * XX

2 SC = XALAB * X

E SC = ? * X

COMMENTS

2.

The first two conditions are shown in this table to make a point about an ambiguity in

the text. The two may represent the only ways of placing concrete, in which case no ELSE rule would exist. The ambiguity is found in these statements: "These provisions

are based on the use of monolithic cast-in-place reinforced concrete construction.

Precast reinforced concrete components may be used if the resulting construction

complies with the requirements of Sec. 3.6 and this chapter." Since all buildings must

comply with section 3.6 and since any buildings with reinforced concrete components

resisting earthquake forces must comply with chapter 11, the statements do not make

any difference in the provisions applicable to precast concrete when contrasted with

cast-in-place concrete. Neither the reference to section 3.6 or the one to chapter

11 were included as conditions in this decision table because they are both in the

global dependence of this datum; to include them would create a loop.

The text is not clear as to whether the "allowable" strength for anchor bolts is to

be multiplied by any increase for equivalent yield level or by the capacity reduction

factor. It was assumed that neither applied.

323
DATUM ; Capacity reduction factor for concrete

SECTION: 11.2 LABEL : PHIC NUMBER: 11230

INGREDIENTS

Datum Label Number

Element of building (component)

Type of stress

Axial force due to all loads

Axial force due to earthquake

Nominal concrete compressive strength

Gross area of concrete

Special concrete beam column lateral reinforcement requirement

Weight of concrete aggregate

Mode of stress governing strength of component

Seismic performance category

Capacity reduction factor from Sec. 9.2 of Ref document

All shear resisted by dowels and shear-friction

2114

11245 ZAXALL 11290

ZAXEQ 11295

(FC) 11250

(AG) 11280

SCBCLR 11765

11260

11270

SPC 1490

11235

11285

DECISION TABLE 12345678E

910

1112

Component = connection of precast components

Type of stress = axial compression

Type of stress = shear

Axial force due to all loads > 0.10 (FC)(AG)

Axial force due to earthquake > 0.05 (FC)(AG)

Special concrete beam column lateral reinforcement

requirement = satisfied

Weight of concrete aggregate = normal weight

Weight of concrete aggregate = light weight

Seismic performance category = C or D Mode of stress governing strength of component = flexure

Mode of stress governing strength of component = shear

Element of building = construction joint and

All shear resisted by dowels and shear friction = true

N N N N N N N

Y ----- -

- Y Y Y Y Y Y

YY

N

Y - - - -

- Y -

****************************************************************************

1 PHIC = 0,5

2 PHIC = 0.85

3 PHIC = 0.6

4 PHIC = 0.8 (0.85) = 0.68

5 PHIC = 0.8 (0.6) = 0.48

6 PHIC =0.8 (Capacity reduction factor from sec. 9.2 of

Ref document)

7 PHIC = 0.6 (Capacity reduction factor from sec. 9.2 of

Ref document)

E PHIC = Capacity reduction factor from Sec. 9.2 of Ref

document

X X

COMMENTS

1.2.

3.

The action for the ELSE rule is fairly clear in the text. The name of datums 11290 and 11295 makes use of the term "force" rather than the term

used in section 11.2 ("stress") in order to be consistent with the remainder of the

chapter.

It was assumed that the reduction in PHIC for lightweight concrete construction joints

shown in rule 8 and action 7 was applicable only to category C and D since the formula

referred to (formula 11-6) is in a portion of the chapter that only applies to category

C and D buildings.

324
DATUM: Allowable loads on anchor bolts

SECTION: 11.2, Table 11-A LABEL : XALAB NUMBER: 11275

INGREDIENTS

Datum Label Number

Diameter of anchor bolt 11271

Minimum embedment of anchor bolt 11272

Nominal concrete compressive strength 11250

Weight of concrete aggregate 11260

Anchor bolt specifications 11276

Anchor bolt spacing 11277

Anchor bolt edge distance 11278

Location of anchor bolt 11350

Seismicity index SI 1425

COMMENTS

1. This datum is determined from table 11-A in the Provisions . Note that much of the logic

is contained in the footnotes to that table. The equivalent decision table would be

fairly large and complex.

DATUM: Axial force due to all loads

SECTION: 11.2 LABEL: ZAXALL NUMBER: 11290

COMMENTS

The normal ingredient for this datum would be datum 3702. It is not shown here, however, for reasons similar to those discussed in the comment on datum 3324. That is,

a complete loop in precedence exists through the imposition of a strength requirement

on the framing classification. See datum 3324, and appendix A3.

DATUM : Axial force due to earthquake

SECTION: 11.2 LABEL : ZAXEQ NUMBER: 11295

COMMENTS

1. The normal ingredient for this datum would be datum 3706. It is not shown for the

same reason as discussed on the previous datum, number 11290.

325
DATUM ; Category A concrete requirement

SECTION: 11.3 LABEL: CACR NUMBER: 11300

INGREDIENTS

Datum Label Number

Category A concrete framing requirement

Category A concrete anchor bolt requirement

CACFR

CACABR

11310

11340

DECISION TABLE 1 E

1 Category A concrete framing requirement = satisfied

2 Category A concrete anchor bolt requirement = satisfied *************************************************************************

*

1 CACR = satisfied * X

2 CACR = violated * X

*

326
DATUM : Category A concrete framing requirement

SECTION: 11.3 LABEL: CACFR NUMBER: 11310

INGREDIENTS

Datum Label Number

General framing class

Material of component or system

Seismic resisting system

Frame response type

Type of concrete braced frame

Type of concrete shear wall

Requirement of concrete reference document

GFC 3303

2115

3309

3327

11320

11330

11100

DECISION TABLE 12 3 4

1 General framing class = Moment Frame and Material = concrete

2 Seismic resisting system includes braced frame and Material = concrete

3 Seismic resisting system includes shear wall and Material = concrete

4 Frame response type = ordinary

5 Type of concrete braced frame = ordinary

6 Type of concrete shear wall = ordinary

7 Requirement of concrete reference document = satisfied

Y

- - Y

- N

Y .

. Y

Y Y ******************************************************************

*

1 CACFR = satisfied * X X X X

2 CACFR = violated * X

*

COMMENTS

:

1. "Ordinary" braced frames and shear walls are not described, defined, or used at any

other location in the Provisions . 2. Rule 1 directly contradicts table 3-B of chapter 3, which stipulates that ordinary

moment frames of reinforced concrete must satisfy section 10.4.1, which in turn brings

in section 11.6 (datum 11600).

3. The combination of shear wall and braced frame is not excluded in either chapter 3 or chapter 11, therefore it was assumed to be permitted.

327
DATUM ; Category A concrete anchor bolt requirement

SECTION: 11.3 LABEL: CACABR NUMBER: 11340

INGREDIENTS

Datum Label Number

Element of building (component)

Location of anchor bolt

Ties provided around anchor bolt

Distance of anchor bolt ties from top

Size of anchor bolt ties

Number of anchor bolt ties

2114

11350

11360

11370

11380

11390

DECISION TABLE 12 3 4

Component = anchor bolt

Location of anchor bolt = column top or similar location

Ties provided around anchor bolt = true Distance of anchor bolt ties from top < 4" Size of anchor bolt ties = #3

Size of anchor bolt ties = #4

Number of anchor bolt ties > 2 Number of anchor bolt ties > 3 ***************************************************************************************

* CACABR = satisfied * X X X X

CACABR = violated * X

*

COMMENTS

1. Note the similarity of this provision to datum 12409 for anchor bolts in masonry

columns, and that datum 12409 is for seismic performance category B, not A,

328
DATUM : Category B concrete requirement

SECTION: 11.4 LABEL: CBCR NUMBER: 11400

INGREDIENTS

Datum Label Number

Category A concrete requirement

General framing class

Material of component or system

Frame response type

Category B ordinary concrete moment frame requirement

CACR 11300

GFC 3303

2115

3327

CBOCMF 11600

DECISION TABLE 1 2 E

*

1 Category A concrete requirement = satisfied * Y Y

2 General framing class = Moment Frame and Material = concrete and * NY

Frame response type = ordinary *

3 Category B ordinary concrete moment frame requirement = satisfied * . Y

* *************************************************************************

*

1 CBCR = satisfied * XX

2 CBCR = violated * X

*

329
DATUM ; Category C and D concrete requirement

SECTION: 11.5 LABEL: CCDCR NUMBER: 11500

INGREDIENTS

Datum Label Number

Category B concrete requirement

Category C and D concrete material requirement

Category C and D concrete framing limitation

Category C and D non-seismic resisting system concrete requirement

Category C and D concrete discontinuity requirement

CBCR 11400

CCDCMR 11507

CCDCFL 11556

CCDNSR 11563

CCDCDR 11584

DECISION TABLE

* Category B concrete requirement = satisfied * Category C and D concrete material requirement = satisfied * Category C and D concrete framing limitation = satisfied * Category C and D non-seismic resisting system concrete requirement = satisfied * Category C and D concrete discontinuity requirement = satisfied *

***************************************************************************

* CCDCR = satisfied * X CCDCR = violated * X

*

330
DATUM : Category C and D concrete material requirement

SECTION: 11.5.1 LABEL: CCDCMR NUMBER: 11507

INGREDIENTS

Datum Label Number

Category C and D concrete strength requirement

Category C and D concrete reinforcement requirement

CCDCSR

CCDCRR

11514

11521

DECISION TABLE 1 E

Category C and D concrete strength requirement = satisfied

Category C and D concrete reinforcement requirement = satisfied *******************************************************************

CCDCMR = satisfied * X

CCDCMR = violated * X

*

DATUM : Category C and D concrete strength requirement

SECTION: 11.5.1 LABEL: CCDCSR NUMBER: 11514

INGREDIENTS

Datum Label Number

Element of building (component)

Weight of concrete aggregate

Nominal concrete compressive strength

2114

11260

11250

DECISION TABLE 1 2 3

Component = concrete for special moment frame ot_ for shear wall

Weight of concrete aggregate = light weight

Nominal concrete compressive strength ^ 3000 psi

Nominal concrete compressive strength ^ 4000 psi

Y • N

N Y N

Y +

Y • ****************************************************************************************

CCDCSR = satisfied * XXX

CCDCSR = violated * X

*

COMMENTS

1. Rule 3 is strongly implied.

331
DATUM : Category C and D concrete reinforcement requirement

SECTION: 11.5.1 LABEL: CCDCRR NUMBER: 11521

INGREDIENTS

Datum Label Number

Element of building (component)

Material specification of reinforcement

Actual mill test yield stress Actual mill retest yield stress

Actual mill test ultimate stress

Specified yield stress

2114

11528

11535

11542

11549

11550

DECISION TABLE 1 2 3 E

Component = reinforcement in special moment frames or in shear wall

boundary members

Material specification of reinforcement = ASTM A706

Material specification of reinforcement = ASTM A615 Grade 40

Actual mill test yield stress ^ Specified yield stress + 18,000 psi

Actual mill retest yield stress < Specified yield stress + 21,000 psi

Actual mill test ultimate stress ^ 1.25 (Actual mill test yield stress)

N Y

Y

-

- Y

. Y + Y

* CCDCRR = satisfied * X X X

CCDCRR = violated * X

*

COMMENTS

Section 11.5.1 states "... actual yield stress based on mill tests does not exceed the

specified yield stress by more than 18,000 psi (retests shall not exceed this value by more than an additional 3000 psi) ..." In writing condition 4, it was assumed that

"this value" was the specified yield stress plus 18,000 psi. Also note that it is not clear whether retests must be performed on all specimens or only on those that

fail condition 4. The implicit entries shown for conditions 4 and 6 in rule 2 are there because those

conditions are also within ASTM A706.

332
DATUM ; Category C and D concrete framing limitation

SECTION: 11.5.2 LABEL: CCDCFL NUMBER: 11556

INGREDIENTS

Datum Label Number

General framing class

Material of component or system

Frame response type

Special concrete moment frame requirement

Building elements that resist seismic force

CAT C/D concrete shear wall, braced frame and diaphragm reqts

GFC 3303

2115

3327

SCMFR 11700

9110

SWBFDR 11800

DECISION TABLE 1 2 3 4 5 E

1 General framing class = Moment Frame and Material = concrete

2 Frame response type = special and Special concrete moment frame

requirement = satisfied

3 Building elements that resist seismic force include shear walls,

braced frames or diaphragms and

Material = concrete

4 Cat C/D concrete shear wall, braced frame and diaphragm reqts = satisfied

N Y Y N N

. Y Y . .

N Y N Y N

********************************************************************************

*

1 CCDCFL = satisfied * X X X X X

2 CCDCFL = violated * X

*

COMMENTS

1. Note that rules 2 and 3 contradict section 3.3.4 (A) (datum 3372) which permits the use of "ordinary" moment frames in certain category C buildings depending on height.

2. Conditions 1 and 3 are not mutually exclusive because moment frame buildings frequently

include diaphragms.

333
DATUM : Category C and D non-seismic resisting system concrete requirement

SECTION: 11.5.3 LABEL: CCDNSR NUMBER: 11563

INGREDIENTS

Datum Label Number

Element of building (component)

Reqt for minimum reinforcement of chap 7, 10, 11 of Ref 11.1

Nonlinear behavior required to satisfy deform compatibility reqt

Axial force due to all loads

Nominal concrete compressive strength

Gross area of concrete

Special concrete flexural member lateral reinforcement reqt

Special concrete beam column lateral reinforcement reqt

Ordinary concrete beam column lateral reinforcement reqt

2114

11570

11577 ZAXALL 11290

(FC) 11250

(AG) 11280

SCFMLR 11732

SCBCLR 11765

OCBCLR 11662

DECISION TABLE 12 3 4 5

1 Component = concrete frame component that is not part of SRS *

2 Reqt for minimum reinforcement of chap 7, 10, 11 of Ref 11.1 = * satisfied *

3 Nonlinear behavior required to satisfy deform compatibility reqt = *

*

k*

k*

**

* *****************************************************************

*

1 CCDNSR = satisfied * X X X X X

2 CCDNSR = violated * X

*

true

4 Axial force due to all loads > 0.10 (FC)(AG)

5 Special concrete flexural member lateral reinforcement reqt = satisfied

6 Special concrete beam column lateral reinforcement reqt = satisfied

7 Ordinary concrete beam column lateral reinforcement reqt = satisfied

N Y Y Y Y

Y Y Y Y

N Y N Y

N N Y Y

. Y . .

. . . Y

. . Y Y

COMMENTS

Section 11.5.3 actually makes reference to the requirements of section 3.3.4 (C), which

are not shown in this table. That section is represented as datum 3390, and it was decided to make this datiom an ingredient of 3390 rather than having 3390 be an ingredient of this datum as section 11.5.3 would imply. There are two reasons:

1) section 3.3.4 (C) represents the general case, covering all category C and D buildings, whereas section 11.5.3 applies only to concrete components; and 2) referring

to this datum from datum 3390 makes it clear that this datum applies to concrete

components in buildings that do not have concrete components in the seismic resisting

system. Thus, this datum could apply to a building when little else in chapter 11 applies.

334
DATUM: Category C and D concrete discontinuity requirement

SECTION: 11.5.4 LABEL: CCDCDR NUMBER: 11584

INGREDIENTS

Datum Label Number

Element of building (component)

Column supports discontinuous stiff element

Axial force due to earthquake

Nominal concrete compressive strength

Gross area of concrete

Special concrete beam column lateral reinforcement requirement

2114

11591

ZAXEQ 11295

(FC) 11250

(AG) 11280

SCBCLR 11765

DECISION TABLE 1 2 3 4 E

*

* N Y Y Y

* . N Y Y

* ..NY

. . . Y

1 Component = concrete column

2 Column supports discontinuous stiff element = true

3 Axial force due to earthquake > 0.05 (FC)(AG)

4 Special concrete beam column lateral reinforcement requirement = * satisfied (for full height of column) ** **************************************************************************

*

1 CCDCDR = satisfied * X X X X

2 CCDCDR = violated * X

*

335
DATUM : Category B ordinary concrete moment frame requirement

SECTION: 11.6 LABEL: CBOCMF NUMBER: 11600

INGREDIENTS

Datum Label Number

Ordinary concrete flexural member requirement OCFMR 11602

Axial force due to all loads ZAXALL 11290

Nominal concrete compressive strength (FC) 11250

Gross area of concrete (AG) 11280

Ordinary concrete beam column lateral reinforcement requirement OCBCLR 11662

DECISION TABLE 1 2 E

1 Axial force due to all loads > 0.10 (FC)(AG) * N Y

2 Ordinary concrete flexural member requirement = satisfied * Y Y

3 Ordinary concrete beam column lateral reinforcement requirement = satisfied * . Y

* *****************************************************************

*

1 CBOCMF = satisfied * X X

2 CBOCMF = violated * X

*

COMMENTS

1. The text is not explicitly clear on the applicability of the flexural member requirement (condition 2). It was assumed that it does apply to beam-columns.

336
DATUM ; Ordinary concrete flexural member requirement

SECTION: 11.6.1 LABEL: OCFMR NUMBER: 11602

INGREDIENTS

Datum Label Number

Ordinary concrete flexural member reinforcement requirement

Ordinary concrete flexural member moment resistance requirement

Ordinary concrete flexural member reinforcement anchorage

Ordinary concrete flexural member web reinf requirement

OCFMRR 11604

OCFMMR 11618

OCFMRA 11628

OCFMWR 11640

DECISION TABLE

Ordinary concrete flexural member reinforcement requirement = satisfied

Ordinary concrete flexural member moment resistance requirement = satisfied

Ordinary concrete flexural member reinforcement anchorage = satisfied

Ordinary concrete flexural member web reinf requirement = satisfied

* OCFMR = satisfied * X OCFMR = violated * X

*

337
DATUM ; Ordinary concrete flexural member reinforcement requirement

SECTION: 11.6.1 LABEL: OCFMRR NUMBER: 11604

INGREDIENTS

Datum Label Number

Tensile reinforcement ratio for top reinforcement 11606

Tensile reinforcement ratio for bottom reinforcement 11608

Yield strength of tensile reinforcement (FY) 11610

Number of continuous top bars 11612

Number of continuous bottom bars 11614

Minimum size of continuous bars 11616

DECISION TABLE 1 E

*

1 Tensile reinforcement ratio for top reinforcement 2 200/FY (for all sections) * Y

2 Tensile reinforcement ratio for bottom reinforcement 2 200/FY (for all * Y sections) *

3 Tensile reinforcement ratio for top reinforcement > 0.025 (for all sections) * Y

4 Tensile reinforcement ratio for bottom reinforcement ^ 0.025 (for all * Y sections) *

5 Number of continuous top bars 2 2 * Y

6 Number of continuous bottom bars > 2 * Y

7 Minimum size of continuous bars 2 #5 * Y

* **************************************************************************

*

1 OCFMRR = satisfied * X

2 OCFMRR = violated * X

*

338
DATUM: Ordinary concrete flexural member moment resistance requirement

SECTION: 11.6.1 LABEL: OCFMMR NUMBER: 11618

INGREDIENTS

Datum Label Number

Positive moment strength at face of joint

Negative moment strength at face of joint

Positive moment strength at section of potential yield

Minimum moment strength in member

YPMSFJ 11620

YNMSFJ 11622

YPMSSY 11624

YMMSM 11626

DECISION TABLE 1 E

1 Positive moment strength at face of joint ^ 50% of Negative moment strength * Y at face of joint *

2 Positive moment strength at section of potential yield ^ 50% of Negative * Y moment strength at face of joint *

3 Minimum moment strength in member ^ 25% of MAX [Positive moment strength at * Y at face of joint, Negative moment strength at face of joint] *

* *******************************************************************

*

1 OCFMMR = satisfied * X

2 OCFMMR = violated * X

*

339
DATUM : Positive moment strength at face of joint

SECTION: 11.6.1 LABEL: YPMSFJ NUMBER: 11620

(and)

DATUM : Negative moment strength at face of joint

SECTION: 11.6.1 LABEL: YNMSFJ NUMBER: 11622

(and)

DATUM : Positive moment strength at section of potential yield

SECTION: 11.6.1 LABEL: YPMSSY NUMBER: 11624

(and)

DATUM : Minimum moment strength in member

SECTION: 11.6.1 LABEL: YMMSM NUMBER: 11626

(they are all evaluated in the same manner)

INGREDIENTS

Datum Label Number

Strength of concrete components and systems SC 11210

340
DATUM ; Ordinary concrete flexural member reinforcement anchorage

SECTION: 11.6.1 LABEL: OCFMRA NUMBER: 11628

INGREDIENTS

Datum Label Number

Flexural members frame into opposite faces of column

Flexural reinforcement is continuous through column

Variation in beam cross section prevents continuous reinforcement

Flexural reinforcement extended to far face of column confined area Flexural reinforcement anchored to develop yield stress

11630

11632

11634

11636

11638

DECISION TABLE 1 2 3 E

1 Flexural members frame into opposite faces of column = true * Y Y N

2 Flexural reinforcement is continuous through column = true * Y -

3 Variation in beam cross section prevents continuous reinforcement = true * - Y

4 Flexural reinforcement extended to far face of column confined area = * - Y Y true *

5 Flexural reinforcement anchored to develop yield stress = true * - Y Y

* *****************************************************************

*

1 OCFMRA = satisfied * X X X

2 OCFMRA = violated * X

*

2.

3.

COMMENTS

:

The text is not specific about the location where the yield strength referred to in

condition 5 is to be measured. It could logically be the face of the joint.

The text apparently assumes that flexural members are always supported by columns.

The decision tree shows one ELSE rule that might be troublesome: the case where

reinforcement is not continuous through the column for some reason other than a change

in beam cross section.

CI C2 Rl

- - C3 C4 C5 S2

- - - - ELSE

- - - ELSE

- - ELSE *

- - C4 C5 H3

- - ELSE

- - ELSE

341
DATUM : Ordinary concrete flexural member web reinforcement requirement

SECTION; 11.6.1 LABEL: OCFMWR NUMBER: 11640

INGREDIENTS

Datum Label Number

Web reinforcement provided over entire member

Orientation of web reinforcement

Number of legs in each stirrup

Size of web reinforcement

Distance from end of concrete flexural member

Spacing of web reinforcement

Effective depth of flexural member

Area of web reinforcement

Area of tension reinforcement

Area of compression reinforcement

Hoops provided for web reinforcement

11642

11644

11646

11648

11650

(s) 11652

(d) 11654

(Aw) 11656

(At) 11658

(Ac) 11660

11661

DECISION TABLE 1 2 3

12

34

5

6

78

910

Web reinforcement provided over entire member = true Orientation of web reinforcement = perpendicular to longitudinal

reinforcement

Number of legs in each stirrup > 2 Size of web reinforcement > #3

Distance from end of concrete flexural member > 2 d Distance from end of concrete flexural member > d Spacing of web reinforcement < d/2

Spacing of web reinforcement < d/4

Aw/s > 0.15 MAX [At, Ac]

Hoops provided for web reinforcement = true *******************************************************************************

* OCFMWR = satisfied * XXX

OCFMWR = violated _^^

* X

*

342
DATUM ; Ordinary concrete beam column lateral reinforcement requirement

SECTION: 11.6.2 LABEL: OCBCLR NUMBER: 11662

INGREDIENTS

Datum Label Number

Dist from each joint or sec of yield where lat reinf provided 11664

Minimum distance for lateral reinforcement XLO 11668

Angle of hook at end of tie 11670

Extension at end of tie 11672

Diameter of tie bar 11674

Cross ties used for lateral reinforcement 11676

Spacing of lateral reinforcement within LO 11678

Maximum allowable spacing of lateral reinforcement XSH 11680

Distance from face of joint to first lateral reinforcement 11682

Maximum spacing of lateral reinforcement in member 11684

Ties or lateral reinforcement provided throughout 11686

Lateral reinforcement provided through joint 11688

DECISION TABLE 1 E

*

1 Dist from ea joint or sec of yield where lat reinf provided < Minimum distance * Y for lateral reinforcement *

2 Angle of hook at end of tie = 135° * Y

3 Extension at end of tie ^ MAX [6 (Diameter of tie bar), 4"] * Y

4 Cross ties used for lateral reinforcement = true * . 5 Spacing of lateral reinforcement within LO £ Maximum allowable spacing of * Y lateral reinforcement *

6 Distance from face of joint to first lateral reinforcement S 50% of Maximum * Y allowable spacing of lateral reinforcement *

7 Maximum spacing of lateral reinforcement in member £ 2 (Maximum allowable * Y spacing of lateral reinforcement) *

8 Ties or lateral reinforcement provided throughout = true * Y

9 Lateral reinforcement provided through joint = true * Y

* ***********************************************************************

*

1 OCBCLR = satisfied * X

2 OCBCLR = violated * X

*

COMMENTS

1. Condition 4 is stated in a permissive fashion, thus the entry in the rule is immaterial.

2. Condition 7 is explicitly stated and thereby implies condition 8, so it was added to this table.

343
DATUM: Minimum distance for lateral reinforcement

SECTION: 11.6.2 LABEL: XLO NUMBER: 11668

INGREDIENTS

Datum Label Number

Clear height of column (HC) 11690

Maximum dimension of column cross section (B) 11692

FUNCTION

XLO = MAX [HC/6, B, 18"]

COMMENTS

The text makes several clear references to columns, as if columns were the only kind

of member that would be subjected to these provisions. That may be the general case,

but the statement of applicability is not restricted to columns. It is, "members ... having a design compressive force exceeding 0.10 fpAg ..." Thus some confusion is

likely in interpreting ingredients like "clear height of column."

DATUM : Maximum allowable spacing of lateral reinforcement

SECTION: 11.6.2 LABEL: XSH NUMBER: 11680

INGREDIENTS

Datum Label Number

Minimum dimension of column cross section ~~~ (b) 11694

Diameter of tie bar (dt) 11674

Diameter of smallest longitudinal bar (dl) 11696

FUNCTION

XSH = MIN [8 (dl), 24 (dt), b/2]

COMMENT:

1. See comment on datum 11668.

344
DATUM ; Special concrete moment frame requirement

SECTION: 11.7 LABEL

:

SCMFR NUMBER: 11700

INGREDIENTS

Datum Label Number

Axial force due to all loads

Gross area of concrete

Nominal concrete compressive strength

Special concrete shear strength requirement

Special concrete flexural member requirement

Special concrete beam column requirement

Special concrete moment frame joint requirement

ZAXALL 11290

(AG) 11280

(FC) 11250

SCSSR 11701

SCFMR 11708

SCBCR 11749

SCMFJR 11786

DECISION TABLE

1 Axial force due to all loads > 0.10 (FC)(AG)

2 Special concrete flexural member requirement = satisfied

3 Special concrete beam column requirement = satisfied

4 Special concrete shear strength requirement = satisfied

5 Special concrete moment frame joint requirement = satisfied ********************************************************************************

*

1 SCMFR = satisfied * XX

2 SCMFR = violated * X

*

COMMENT:

1. Rule 2 makes it clear that the flexural member requirement does not apply to beam

columns. Contrast this to the situation described for ordinary frames in datum 11600.

345
DATUM : Special concrete shear strength requirement

SECTION: 11.7 LABEL: SCSSR NUMBER: 11701

INGREDIENTS

Datum Label Number

Shear stress due to seismic forces

Shear stress due to all forces

Axial compressive force due to seismic and dead load

Gross area of concrete

Nominal concrete compressive strength

Shear resist of concrete used to determine amount of lat reinf

ZSSEQ 11702

ZSSALL 11704

ZAXEQD 11705

(AG) 11280

(FC) 11250

11707

DECISION TABLE 1 2 3 E

1 Shear stress due to seismic forces > 50% of Shear stress due to all * Y Y N forces *

2 Axial compressive force due to seismic and dead loads < 0.05 (FC)(AG) * y N . 3 Shear resist of cone used to determine amount of lat reinf taken as zero * Y . *********************************************************** A*******^

*

1 SCSSR = satisfied * X X X

2 SCSSR = violated * X

*

COMMENTS

1. This provision effectively modifies the shear strength of concrete, V allowed by the

reference document.

346
DATUM : Shear stress due to seismic forces

SECTION: 11.7 LABEL : ZSSEQ NUMBER : 11702

(and)

DATUM Shear stress due to all forces

SECTION: 11.7 LABEL: ZSSALL NUMBER: 11704

(and)

DATUM ; Axial compressive force due to seismic and dead load

SECTION: 11.7 LABEL : ZAXEQD NUMBER : 11705

COMMENTS

:

1. The normal ingredients for all three of these datums would include the earthquake

force effect. The ingredients are not shown here, however, for the reasons discussed

on datum 3324 and appendix A3.

347
DATUM : Special concrete flexural member requirement

SECTION: 11.7.1 LABEL: SCFMR NUMBER: 11708

INGREDIENTS

Datum Label Number

Special concrete flexural member proportioning requirement

Special concrete flexural member reinforcement requirement

Special concrete flexural member lateral reinforcement requirement

SCFMPR 11710

SCFMRR 11716

SCFMLR 11732

DECISION TABLE

Special concrete flexural member proportioning requirement = satisfied

Special concrete flexural member reinforcement requirement = satisfied

Special concrete flexural member lateral reinforcement requirement = satisfied

*

* Y

* Y

* Y

*

SCFMR = satisfied * X SCFMR = violated * X

*

DATUM : Special concrete flexural member proportioning requirement

SECTION: 11.7.1 LABEL: SCFMPR NUMBER: 11710

INGREDIENTS

Datum Label Number

Effective depth of flexural member

Clear span of flexural member

Width of flexural member

Width of flexural member overhanging support

11654

11711

11713

11714

DECISION TABLE 1

Effective depth of flexural member < 25% of Clear span of flexural member

Width of flexural member > 10" Width of flexural member overhanging support (on either side) < 75% of

Effective depth of flexural member

Width of flexural member/Effective depth of flexural member ^ 0.3

*

* Y

* Y

* Y

*

* Y

* ***********************************************************************

SCFMPR = satisfied * X SCFMPR = violated * X

*

348
DATUM ; Special concrete flexural member reinforcement requirement

SECTION: 11.7.1 (A) LABEL: SCFMRR NUMBER: 11716

INGREDIENTS

Datum Label Number

Ordinary concrete flexural member reinforcement requirement

Ordinary concrete flexural member moment resistance requirement

Ordinary concrete flexural member reinforcement anchorage

Longitudinal reinforcement in special moment frame is spliced

Special flexural member reinforcement splice requirement

OCFMRR 11604

OCFMMR 11618

OCFMRA 11628

11717

SFMLRS 11719

DECISION TABLE

Ordinary concrete flexural member reinforcement requirement = satisfied

Ordinary concrete flexural member moment resistance requirement = satisfied

Ordinary concrete flexural member reinforcement anchorage = satisfied

Longitudinal reinforcement in special moment frame is spliced = true Special flexural member reinforcement splice requirement = satisfied **************************************************************************

* SCFMRR = satisfied * X X

SCFMRR = violated * X

*

COMMENTS

Section 11.7.1 (A) refers to section 11.6 thus: "Longitudinal reinforcement shall

comply with the requirements of Sec. 11.6 and ..." That reference could be interpreted

three ways: (i) the entire section, including web reinforcement provisions, (ii) all

those provisions primarily related to longitudinal reinforcement, or (iii) only the

limits on reinforcement ratios. Option (ii) was assumed here.

Section 11.7.1 (A) contains a paragraph pertaining to the anchorage of flexural member

reinforcement in columns that is not shown in this decision table because condition

3 refers to essentially identical provisions.

349
DATUM : Special concrete flexural member reinforcement splice requirement

SECTION: 11,7.1 (A) LABEL: SFMLRS NUMBER: 11719

INGREDIENTS

Datum Label Number

Type of reinforcement splice

Hoop or spiral reinforcement provided over the lap length

Spacing of hoop or spiral lap reinforcement

Effective depth of flexural member

Location of lap splice

Requirement of Section 7,5.5.1 of Reference 11.1

Requirement of Section 7.5.5.2 of Reference 11.1 Not more than alternate bars in a layer spliced at a section

Longitudinal distance between splices of adjacent bars

(d)

11720

11722

11723

11654

11725

11726

11728

11729

11731

DECISION TABLE 2 3 E

910

Type of reinforcement splice = lap

Type of reinforcement splice = welded

Type of reinforcement splice = mechanical

Hoop or spiral reinforcement provided over the lap length = true Spacing of hoop or spiral lap reinforcement < MIN [d/4, 4"]

Location of lap splice = within a joint £r within 2d of a joint or where flexual yielding may occur Requirement of Section 7.5.5.1 of Reference 11.1 = satisfied

Requirement of Section 7.5.5.2 of Reference 11.1 = satisfied

Not more than alternate bars in a layer spliced at a section = true Longitudinal distance between splices of adjacent bars > 24"

Y

- -

- Y

-

- - Y

Y . . Y . . N . .

********************************************************************************

* SFMLRS = satisfied * X X X

SFMLRS = violated * X

*

COMMENTS

1. For all the rules of interest, condition 10 predetermines the value of condition 9.

350
DATUM: Special concrete flexural member lateral reinforcement requirement

SECTION: 11.7.1 (B) LABEL: SCFMLR NUMBER: 11732

INGREDIENTS

Datum Label Number

Special concrete flexural member design shear requirement SCFMDS 11734

Special concrete flexural member hoop reinforcement requirement SCRMHR 11741

DECISION TABLE 1 E

*

1 Special concrete flexural member design shear requirement = satisfied * Y

2 Special concrete flexural member hoop reinforcement requirement = satisfied * Y

* *********************************************************************

*

1 SCFMLR = satisfied * X

2 SCFMLR = violated * X

*

DATUM : Special concrete flexural member design shear requirement

SECTION: 11.7.1 (B) LABEL: SCFMDS NUMBER: 11734

INGREDIENTS

Datum Label Number

Member end moments taken as max resist moments of opp sign 11735

Member assumed to loaded with tributary gravity load 11737

Max resist moment calculated without capacity reduct factor 11738

Max resist moment calculated with tensile stress of 1.25 FY 11740

DECISION TABLE 1 E

*

1 Member end moments taken as max resist moments of opp sign = true ' * Y

2 Member assumed to loaded with tributary gravity load = true * Y

3 Max resist moment calculated without capacity reduct factor = true * Y

4 Max resist moment calculated with tensile stress of 1.25 FY = true * Y

* ****************************************************************************************

*

1 SCFMDS = satisfied * X

2 SCFMDS = violated * X

*

351
DATUM ; Special concrete flexural member hoop reinforcement requirement

SECTION: 11.7.1 (B) LABEL: SCFMHR NUMBER: 11741

INGREDIENTS

Datum Label Number

Location requires hoop reinforcement LEIHR 11743

Hoops provided for web reinforcement 11661

Reqt of Ref 11.1 for lateral support of long, bars with ties 11747

Distance from face of joint to first lateral reinforcement 11682

Spacing of lateral reinforcement within 1^ 11678

Effective depth of flexural member (d) 11654

Diameter of smallest longitudinal bar (dl) 11696

Diameter of tie bar (dt) 11674

DECISION TABLE 1 2 *

1 Location requires hoop reinforcement = true * N Y

2 Hoops provided for web reinforcement = true * . Y

3 Reqt of Ref. 11.1 for lateral support of long, bars with ties = satisfied * . Y

4 Distance from face of joint to first lateral reinforcement < 2" * Y Y

5 Spacing of lateral reinforcement within 1^ < MIN [d/4, 8(dl), 24(dt), 12"]

*

1 SCFMHR = satisfied * X X

2 SCFMHR = violated * X

352
DATUM; Location requires hoop reinforcement

SECTION

:

11.7.1 (B) LABEL : LRHR NUMBER: 11743

INGREDIENTS

Datum Label Number

Distance from end of concrete flexural member

Distance from point of potential yield in concrete flexural member

Compression reinforcement required to provide resistance

Effective depth of flexural member (d)

11650

11744

11746

11654

DECISION TABLE 12 3 4

Distance from end of concrete flexural member < 2d

Distance from point of potential yield in concrete flexural member < 2d

Compression reinforcement required to provide resistance = true

LRHR = true * X X X LRHR = false * X

DATUM : Special concrete beam column requirement

SECTION: 11.7.2 LABEL: SCBCR NUMBER: 11749

INGREDIENTS

Datum Label Number

Minimum cross section dimension through centroid

Cross section dimension orthogonal to minimum

Special concrete beam column flexural strength requirement

Special concrete beam column reinforcement requirement

Special concrete beam column lateral reinforcement requirement

11750

11752

SCBCFS 11753

SCBCRR 11761

SCBCLR 11765

DECISION TABLE

Minimum cross section dimension through centroid 2 12" Minimum cross section dimension through centroid t Cross section dimension

orthogonal to minimum ^0.4

Special concrete beam column flexural strength requirement = satisfied

Special concrete beam column reinforcement requirement = satisfied

Special concrete beam column lateral reinforcement requirement = satisfied

SCBCR = satisfied * X

SCBCR = violated * X

*

353
DATUM : Special concrete beam column flexural strength requirement

SECTION: 11.7.2 (A) LABEL: SCBCFS NUMBER: 11753

INGREDIENTS

Datum Label Number

Sum of flexural strength of columns at joint YSFSCJ 11753

Sum of flexural strength of beams at joint YSFSBJ 11756

Shear redistributed accounting for omission of non conforming joints 11758

Columns framing into conforming joints resist all seismic shear 11759

Special concrete beam column lateral reinforcement requirement SCBCLR 11765

DECISION TABLE 1 2 E

*

1 Sum of flexural strength of columns at joint > Sum of flexural strength of * Y N beams at joint (for all joints) *

2 Shear redistributed accounting for omission of non conforming joints = true * . Y

3 Columns framing into conforming joints resist all seismic shear = true * . Y

4 Special concrete beam column lateral reinforcement requirement = satisfied * . Y (for full length of columns framing into non conforming joints) *

*

*

1 SBCFSR = satisfied * X X

2 SBCFSR = violated * X

*

354
DATUM ; Sum of flexural strength of columns at joint

SECTION: 11.7.2(A) LABEL: YSFSCJ NUMBER: 11755

(and)

DATUM : Sum of flexural strength of beams at joint

SECTION: 11.7.2(A) LABEL: YSFSBJ NUMBER: 11756

(both are evaluated in the same manner)

INGREDIENTS

Datum Label Number

Strength of concrete components and systems SC 11210

355
DATUM : Special concrete beam column reinforcement requirement

SECTION

11.7.2 (B) LABEL: SCBCRR NUMBER: 11761

INGREDIENTS

Datum Label Number

Reinforcement ratio in beam column

Type of reinforcement splice

Location of lap splice

Lap splice proportioned as a tension splice

Special flexural member reinforcement splice requirement SFMLRS

11762

11720

11725

11764

11719

DECISION TABLE 1 2 3 4 E

Reinforcement ratio in beam column 2 0.01

Reinforcement ratio in beam column < 0.06

Type of reinforcement splice = lap

Type of reinforcement splice = welded

Type of reinforcement splice = mechanical

Location of lap splice = within center half of member span

Lap splice proportioned as a tension splice = true Special flexural member reinforcement splice requirement = satisfied

Y Y Y

Y Y Y

Y

- -

- Y

-

- - Y Y . . Y . .

. Y Y

* SCBCRR = satisfied * X X X X

SCBCRR = violated * X

COMMENTS

1. Note that the requirements for splicing reinforcement in section 11.7.1 (A) (datum

11719) are almost the same as those in this datum.

356
11766

11767

11768

11664

XMDSLR 11770

11771

MASLRR 11773

11774

11775

SCBCDS mn

DATUM: Special concrete beam column lateral reinforcement requirement

SECTION: 11.7.2 (C) LABEL : SCBCLR NUMBER: 11765

INGREDIENTS

Datum Label Number

Yield strength of lateral reinforcement

Yield strength of longitudinal reinforcement

Point of contraf lexure located in middle half of member

Dist from ea joint or sec of yield where lat reinf provided

Minimum distance for special lateral reinforcement

Lateral reinforcement provided throughout member

Minimum amount of special lateral reinforcement requirement

Cross sectional distance between ties

Lap of overlapping hoops

Special concrete beam column design shear requirement

DECISION TABLE 1 2 E

*

1 Yield strength of lateral reinforcement ^ Yield strength of longitudinal * Y Y reinforcement *

2 Point of contraflexure located in middle half of member = true * Y N

3 Dist from ea joint or sec of yield where lat reinf provided ^ Minimum * Y +

distance for special lateral reinforcement * 4 Lateral reinforcement provided throughout member = true * . Y

5 Minimum amount of special lateral reinforcement requirement = satisfied * Y Y

6 Cross sectional distance between ties g 14" or Lap of overlapping * Y Y hoops ^

14" *

7 Special concrete beam column design shear requirement = satisfied (for * Y Y lateral reinforcement) *

* *********************************************************************

*

1 SCBCLR = satisfied * X X

2 SCBCLR = violated * X

*

COMMENTS

1. Condition 6 does not seem applicable to sections with spirals or circular ties.

357
DATUM : Minimum distance for special lateral reinforcement

SECTION: 11.7.2 (C) LABEL: XMDSLR NUMBER: 11770

INGREDIENTS

Datum Label Number

Clear height of column

Effective depth of flexural member

(HC)

(d)

11690

11654

FUNCTION:

XMDSLR = MAX [d, HC/6, 18"]

DATUM : Minimum amount of special lateral reinforcement requirement

SECTION: 11.7.2 (C) LABEL: MASLRR NUMBER: 11773

INGREDIENTS

Datum Label Number

Type of lateral reinforcement

Volumetric ratio of lateral reinforcement

Nominal concrete compressive strength

Yield strength of lateral reinforcement

Gross area of concrete

Cross sect area of component measured to outside of S.L.R.

Cross sect core dimension to outside of special lat reinforcement

Area of web reinforcement

Spacing of web reinforcement

Minimum cross section dimension through centroid

11778

11779

(FC) 11250

(FYL) 11766

(AG) 11280

(AC) 11781

(h) 11782

(Aw) 11656

(s) 11652

(b) 11750

DECISION TABLE 1

1 Type of lateral reinforcement = spiral or circular hoop

2 Type of lateral reinforcement = rectangular hoop

Volumetric ratio of lateral reinforcement > 0.12 FC/FYL

Area of web reinforcement > s(h) I^ (MAX [0.12, 0,3 (^ - 1)])

= FYL ' AC

Spacing of web reinforcement < MIN [4", b/4]

Y

-

- Y

Y .

*************************************************************************************

* MASLRR = satisfied * X X MASLRR = violated * X

*

358
DATUM : Special concrete beam column design shear requirement

SECTION: 11.7.2 (C) LABEL: SCBCDS NUMBER: 11777

INGREDIENTS

Datum Label Number

Member end moments taken as max resist moments of opp sign 11735

Member assumed to be loaded with applicable static forces 11783

Max resist moment calculated without capacity reduct factor 11738

Member axial force assumed to be max design compression force 11785

DECISION TABLE 1 E

*

1 Member end moments taken as max resist moments of opp sign = true * Y

2 Member assumed to be loaded with applicable static forces = true * Y

3 Max resist moment calculated without capacity reduct factor = true * Y

4 Member axial force assumed to be max design compression force = true * Y

* ***************************************************************************************

*

1 SCBCDS = satisfied * X

2 SCBCDS = violated * X

*

COMMENTS

:

1. It is instructive to note the similarities and differences between this datum and

datum 11734.

359
DATUM ; Special concrete moment frame joint requirement

SECTION: 11.7.3 LABEL: SCMFJR NUMBER: 11786

INGREDIENTS

Datum Label Number

Lateral reinforcement provided throughout joint

Minimum amount of special lateral reinforcement reqt

Cross sectional distance between ties

Lap of overlapping hoops

Joint shear stress calculation requirement

Maximum allowable shear stress in joint requirement

Joint design shear force requirement

11787

MASLRR 11773

11774

11775

SCJSSC 11789

MAJSSR 11790

JDSFR 11797

DECISION TABLE

A

1 Lateral reinforcement provided throughout joint = true * Y

2 Minimum amount of special lateral reinforcement reqt = satisfied (within joint) * Y

3 Cross sectional distance between ties g 14" ot_ Lap of overlapping hoops ^ 14" * Y

4 Joint shear stress calculation requirement = satisfied * Y

5 Maximum allowable shear stress in joint requirement = satisfied * Y

6 Joint design shear force requirement = satisfied * Y

* ***********************************************************************************

*

1 SCMFJR = satisfied * X

2 SCMFJR = violated * X

*

COMMENTS

1. Condition 3 does not seem applicable to sections with spirals or circular hoops.

360
DATUM ; Joint shear stress calculation requirement

SECTION: 11.7.3 LABEL: SCJSSC NUMBER: 11789

INGREDIENTS

Datum Label Number

Shape of cross section

Shear stress in joint

Joint design shear force

Width of flexural member

Effective depth of flexural member

Cross sect area of component measured to outside of S.L.R.

11795

11788

(v) 11792

(b) 11713

(d) 11654

(AC) 11781

DECISION TABLE 1 2 E

*

1 Shape of cross section = rectangular * Y N

2 Shear stress in joint = v/bd * Y

3 Shear stress in joint = v/AC * . Y

* **********************************************************************

*

1 SCJSSC = satisfied * X X

2 SCJSSC = violated * X

*

COMMENTS

1. Ingredient datum 11792 would properly be a dependent of the total combined load effect,

but it is not shown so in this analysis, for the same reason as discussed on datum

11290.

361
DATUM : Maximum allowable shear stress In joint requirement

SECTION

;

11.7.3 LABEL: MAJSSR NUMBER: 11790

INGREDIENTS

Datum Label Number

Nominal concrete compressive strength

Weight of concrete aggregate

Joint type

Modified allowable stress

(FC) 11250

11260

JTYPE 11791

11796

DECISION TABLE 1 2 3 4 E

Joint type = laterally confined

Weight of concrete aggregate = normal

Weight of concrete aggregate = light

Modified allowable stress < 16 /¥c

Modified allowable stress J 12 /TQ

Modified allowable stress < 9 /FC ******************************************************************************

* MAJSSR = satisfied * X X X X MAJSSR = violated * X

*

COMMENTS

1. This effectively modifies the strength taken from the reference document.

362
DATUM : Joint type

SECTION: 11.7.3 and 2.1 LABEL: JTYPE NUMBER: 11791

INGREDIENTS

Datum Label Number

Oppos face in direction of seis force confined by monolithic member

Members cover 75% of width and depth

11793

11794

DECISION TABLE

1 Oppos face in direction of seis force confined by monolithic member = true

2 Members cover 7 5% of width and depth = true

1 E

*

* Y

* Y

* *******************************************************************

*

1 JTYPE = laterally confined * X

2 JTYPE = not laterally confined * X

DATUM : Joint design shear force requirement

SECTION: 11.7.3 LABEL: JDSFR NUMBER: 11797

INGREDIENTS

Datum Label Number

Joint shear force determined from static forces and joint moments

Joint moments assumed to be max resist moments of members

Max resist moment calculated without capacity reduction factor

Max resist moment calculated with tensile stress of 1.25 FY

11798

11799

11738

11740

DECISION TABLE 1 E

*

1 Joint shear force determined from static forces and joint moments = true * Y

2 Joint moments assumed to be max resist moments of members = true * Y

3 Max resist moment calculated without capacity reduction factor = true * Y

4 Max resist moment calculated with tensile stress of 1.25 FY = true * Y

* ****************************************************************************************

*

1 JDSFR = satisfied * X

2 JDSFR = violated * X

*

363
DATUM : Category C and D concrete shear wall, braced frame and diaphragm requirement

SECTION: 11.8 LABEL: SWBFDR NUMBER: 11800

INGREDIENTS

Datum Label Number

Element of building (component)

Category C and D concrete shear wall requirement

Category C and D concrete diaphragm requirement

Category C and D concrete braced frame requirement

Category C and D concrete reinf splice and anchorage reqt

Category C and D concrete construction joint requirement

2114

CDCSWR 11818

CCDCDR 11835

CDCBFR 11880

CRSAR 11881

CDCCJR 11888

DECISION TABLE 12 3 4

Component = concrete shear wall

Component = concrete braced frame

Component = concrete diaphragm

Category C and D concrete shear wall requirement = satisfied

Category C and D concrete diaphragm requirement = satisfied

Category C and D concrete braced frame requirement = satisfied

Category C and D concrete reinf splice and anchorage reqt = satisifed

Category C and D concrete construction joint requirement = satisfied

Y - -

- Y

-

- - Y

********************************************************************************

* SWBFDR = satisfied * X X X X SWBFDR = violated * X

*

364
DATUM : Category C and D concrete shear wall and diaphragm reinforcement requirement

SECTION: 11.8 LABEL: CSWDRR NUMBER: 11802

INGREDIENTS

Datum Label Number

Minimum wall or diaphragm reinforcement ratio 11804

Spacing of wall or diaphragm reinforcement 11806

Wall or diaphragm reinforcement for shear is continuous 11808

Wall or diaphragm reinforcement for shear is uniformly distributed 11810

DECISION TABLE 1 E

*

1 Minimum wall or diaphragm reinforcement ratio 2 0.0025 * Y

2 Spacing of wall of diaphragm reinforcement < 18" * Y

3 Wall or diaphragm reinforcement for shear is continuous = true * Y

4 Wall or diaphragm reinf for shear is uniformly distributed = true * Y

* *****************************************************************************

*

1 CSWDRR = satisfied * X

2 CSWDRR = violated * X

*

COMMENTS

1. Conditions 1 and 2 refer to the reinforcement in both directions that are within the

plane of the wall or diaphragm.

365
DATUM : Category C and D concrete shear wall and diaphragm shear stress limit

SECTION: 11.8 LABEL: SWDSSL NUMBER: 11812

INGREDIENTS

Datum Label Number

Weight of concrete aggregate

Maximum shear stress

Nominal concrete compressive strength

Specified yield stress

Ratio of horizontal shear reinforcement

11260

11814

(FC) 11250

(FY) 11550

(ph) 11816

DECISION TABLE 1 2 E

*

1 Weight of concrete aggregate = light , * N Y

2 Maximum shear stress £ 2 /FC + (ph)(FY) * Y +

3 Maximum sheer stress ^ 1.5 /FC"+ 0.75 (ph)(FY) * . Y

* A******* A****** A********A** A********************** A**************

A

1 SWDSSL = satisfied * X X

2 SWDSSL = violated * X

A

COMMENTS

1. This provision effectively modifies the strength from the reference document.

2. The text contains an ambiguity that is reflected in datum 11816: in diaphragms, both

directions of interest are normally horizontal.

366
DATUM : Category C and D concrete shear wall requirement

SECTION: 11.8.1 LABEL: CDCSWR NUMBER: 11818

INGREDIENTS

Datum Label Number

Category C and D concrete shear wall detailing requirement

Category C and D concrete shear wall strength requirement

General framing class

Actual compressive stress Nominal concrete compressive strength

Category C and D concrete boundary member requirement

Category C and D concrete shear wall and diaphragm opening reqt

CCDSWD 11820

CDCSWS 11832

GFC 3303

YCU 11833

(FC) 11250

CDCBMR 11846

CSWDOR 11840

DECISION TABLE 1 2 3

1 Category C and D concrete shear wall detailing requirement = satisfied

2 Category C and D concrete shear wall strength requirement = satisfied

3 Category C and D concrete shear wall and diaphragm opening reqt = satisfied

4 General framing class = Dual System

5 (General framing class = Bearing Wall or Building Frame)

6 Actual compressive stress > 0.2 (FC)

7 Category C and D concrete boundary member requirement = satisfied

Y Y

Y Y

Y Y

N N + +

Y N

Y . ***************************************************************************

*

1 CDCSWR = satisfied * XXX

2 CDCSWR = violated * X

*

COMMENTS

2.

The text is somewhat ambiguous: "shear walls in Dual Systems and shear walls in

Building Frame or Bearing Wall systems having design compressive stresses in excess

of 0.2f*.. shall have boundary members." The ambiguity is in whether the condition

on compressive stress applies to Dual systems or not. In preparing this decision

table it was assumed that the condition does not apply to Dual Systems.

The fifth condition is determined by the value of the fourth condition. No systems

other than those shown there may have concrete shear walls.

367
DATUM ; Category C and D concrete shear wall detailing requirement

SECTION11.8.1 LABEL: CCDSWD NUMBER: 11820

INGREDIENTS

Datum Label Number

Category C and D concrete shear wall and diaphragm reinf reqt

Ratio of horizontal shear reinforcement

Ratio of vertical shear reinforcement

Horizontal wall reinforcement spliced

Location of splices staggered

Number of curtains of reinforcement in wall

Each curtain spliced in different location

Maximum shear stress

Nominal concrete compressive strength

CSWDRR

(FC)

11802

11816

11822

11824

11826

11828

11830

11814

11250

DECISION TABLE 1 2 3 4 E

Category C and D concrete shear wall and diaphragm reinf reqt = satisfied

Ratio of horizontal shear reinforcement = Ratio of vertical shear

reinforcement

Horizontal wall reinforcement spliced = true Location of splices staggered = true

Number of curtains of reinforcement in wall > 1 Each curtain spliced in different location = true Maximum shear stress > 2 /FC

** Y Y Y Y

** Y Y Y Y

*

* N N Y Y

* • • Y Y

* Y N Y N

* • • Y •

CCDSWD = satisfied * X X X X

CCDSWD = violated * X

COMMENTS

.^

1. Note that condition 2 calls for reinforcement ratios that are precisely equal in two directions,

2. Condition 7 effectively modifies the strength from the reference document.

368
DATUM; Category C and D concrete shear wall strength requirement

SECTION: 11.8.1 LABEL: CDCSWS NUMBER: 11832

INGREDIENTS

Datum Label Number

Category C and D cone shear wall and diaphragm shear stress limits SWDSSL 11812

Element of building (component) 2114

Maximum shear stress 11814

Nominal concrete compressive strength (FC) 11250

DECISION TABLE 1 2 E

*

1 Category C and D cone shear wall and diaphragm shear stress limit = * Y Y satisfied *

2 Component = individual pier or horizontal component between piers * Y N

3 Component = entire wall * - Y

4 Maximum shear stress < 8 /FC * . Y

5 Maximum shear stress ^ 10 /FC * Y +

*

*

1 CDCSWS = satisfied * XX

2 CDCSWS = violated * X

*

COMMENTS

:

1. This provision effectively modifies the strength from the reference document.

369
DATUM : Actual compressive stress

SECTION: 11.8.1 LABEL : YCU NUMBER: 11833

(and)

DATUM : Actual compressive stress where boundary member discontinued

SECTION: 11.8.4 LABEL : YCUD NUMBER: 11834

INGREDIENTS

(both are calculated In the same manner)

Datum Label Number

Required strength

Elastic analysis of gross cross section

RS 3702

11831

COMMENTS

1. This stress is to be calculated with the ingredients shown. It is used as a switch

to determine the need for boundary members in shear walls and diaphragms.

370
DATUM : Category C and D concrete diaphragm requirement

SECTION: 11.8.2 LABEL: CCDCDR NUMBER: 11835

INGREDIENTS

Datiom Label Number

Category C and D concrete shear wall and diaphragm reinf reqt

Category C and D cone shear wall and diaphragm shear stress limit

Actual compressive stress Nominal concrete compressive strength

Category C and D concrete boundary member requirement

Concrete diaphragm composition

Cast-in-place topping designed to resist all shear

Category C and D concrete shear wall and diaphragm opening reqt

CSWDRR 11802

SWDSSL 11812

YCU 11833

(FC) 11250

CDCBMR 11846

11836

11838

CSWDOR 11840

DECISION TABLE 1 2 3

1 Category C and D concrete shear wall and diaphragm reinf reqt = satisif ed

2 Category C and D cone shear wall and diaphragm shear stress limit = satisfied

3 Actual compressive stress > 0.2 (FC)

4 Category C and D concrete boundary member requirement = satisfied

5 Concrete diaphragm composition = cast-in-place topping over precast

floor

6 Cast-in-place topping designed to resist all shear = true

7 Category C and D concrete shear wall and diaphragm opening reqt = satisfied

Y Y

Y Y

N N Y

. . Y N Y N

. Y . Y Y Y

*****************************************************************

*

1 CCDCDR = satisfied * X X X X

2 CCDCDR = violated * X

*

371
DATUM : Category C and D concrete shear wall and diaphragm opening requirement

SECTION: 11.8.3 LABEL: CSWDOR NUMBER: 11840

INGREDIENTS

Datum Label Number

11842

11844

CDCBMR 11846

YCU 11833

(FC) 11250

Shear wall or diaphragm contains opening

Openings provided with boundary members

Category C and D concrete boundary member requirement

Actual compressive stress

Nominal concrete compressive strength

DECISION TABLE 1 2 3 E

Shear wall or diaphragm contains opening = true Openings provided with boundary members = true and

Category C and D concrete boundary member requirement = satisfied

Actual compressive stress < 0.2 (FC)

***********************************************************************

* CSWDOR = satisfied * XXX

CSWDOR = violated * X

*

372
DATUM : Category C and D concrete boundary member requirement

SECTION: 11.8.4 LABEL: CDCBMR NUMBER: 11846

INGREDIENTS

Datum Label Number

Category C and D concrete boundary member material requirement

Category C and D concrete boundary member axial strength requirement

Boundary member continuously attached to wall or diaphragm

Location of boundary member

Orientation of boundary member

Boundary member discontinued

Actual compression stress at location where bound member discontinued

Nominal concrete compressive strength

Horizontal wall reinf anchored in boundary member to develop yield

CBMMR 11858

CBMASR 11862

11848

11850

11851

11852

YCUD 11834

(FC) 11250

11856

DECISION TABLE 1 2 3

1 Category C and D concrete boundary member material requirement = * Y Y satisfied

2 Category C and D concrete boundary member axial strength requirement = * Y Y satisfied

3 Boundary member continuously attached to wall or diaphragm = true

4 Location of boundary member = edge of shear wall and

Orientation of boundary member = vertical

5 Location of boundary member = edge of opening * - N

6 Horizontal wall reinf anchored in boundary member to develop yield = true

7 Boundary member discontinued = true * . . N

8 Actual compression stress at location where bound member discontinued < * Y Y . 0.15 (FC) *

*

*

1 CDCBMR = satisfied * X X X

2 CDCBMR = violated * X

COMMENTS

:

1. Condition 7 shows immaterial entries in rules 1 and 2 because it is a permissive

provision.

373
DATUM : Category C and D concrete boundary member material requirement

SECTION: 11.8.4 LABEL: CBMMR NUMBER: 11858

INGREDIENTS

Datum Label Number

Type of boundary member 11860

Steel materials requirement SMR 10001

Special concrete beam column lateral reinforcement requirement SCBCLR 11765

DECISION TABLE 1 2 E

*

1 Type of boundary member = steel encased in concrete * Y

-

2 Type of boundary member = reinforced concrete * - Y

3 Steel materials requirement = satisfied * Y

4 Special concrete beam column lateral reinforcement requirement = satisfied * . Y (for full length of boundary member) *

* *************** A A A*** A* A* A** A************************* A********************^

*

1 CBMMR = satisfied * X X

2 CBMMR = violated * X

*

COMMENTS

L . The requirement referenced in condition 4 requires a member to be designed for a shear

force, which does not seem to be applicable to boundary members.

374
DATUM : Category C and D concrete boundary member axial strength requirement

SECTION: 11.8.4 LABEL: CBMASR NUMBER: 11862

INGREDIENTS

Datum Label Number

Location of boundary member

Orientation of boundary member

Axial resistance of concrete boundary member

Total gravity load on wall

Vertical forces from seismic overturning moment

Axial force in diaphragm

Seismic moment in diaphragm

Depth of diaphragm

Strength of section removed for opening

Bound member anchored to develop yield strength at edge of opening

11850

11851

YAXRB 11864

YTGL 11866

YVOM 11868 ZAXD 11870 YMD 11872

11874

YSO 11876

11878

DECISION TABLE 3 4 5 E

1 Location of boundary member = edge of shear wall

2 Location of boundary member = edge of diaphragm

3 Location of boundary member = edge of opening

4 Orientation of boundary member = vertical

5 Axial resistance of concrete boundary member > Total gravity load

on wall + Vertical forces from seismic overturning moment

6 Axial resistance of concrete boundary member > Axial force in

diaphragm + Seismic moment in diaphragm t Depth of diaphragm

7 Axial resistance of concrete boundary member > Strength of section

for opening

8 Boundary member anchored to develop yield strength at edge of

opening = true

- - N

Y - N - Y N

Y . .

. Y .

. Y .

****************************************************************

** X X X X X

* X

*

1 CBMASR = satisfied

2 CBMASR = violated

COMMENTS

1. This strength requirement adds significantly to the general strength requirement, datum

3120.

375
DATUM : Axial resistance of concrete boundary member

SECTION: 11.8.4 LABEL: YAXRB NUMBER: 11864

INGREDIENTS

Datum Label Number

Strength of concrete components and systems SC 11210

COMMENTS

1. Although there are special rules for determining the design load on boundary members,

the strength available is apparently calculated in the standard fashion.

DATUM : Total gravity load on wall

SECTION: 11.8.4 LABEL: YTGL NUMBER: 11866

INGREDIENTS

Datum Label Number

Dead load effect

Live load effect

Snow load effect

YQD 3707

YQL 3708

YQS 3710

COMMENTS

1. The normal assumption would be to simply sum the ingredients.

DATUM : Vertical forces from seismic overturning moment

SECTION: 11.8.4 LABEL: YVOM NUMBER: 11868

INGREDIENTS

Datum Label Number

Earthquake force effect QE 3706

COMMENTS

1. Apparently the boundary member design load is to include all of the vertical force from

the seismic overturning moment.

376
DATUM ; Axial force in dlaphra^

SECTION: 11.8.4 LABEL: ZAXD NUMBER: 11870

COMMENTS

:

1. It is not clear as to what the source of the axial force in a diaphragm would be.

DATUM : Seismic moment in diaphragm

SECTION: 11.8.4 LABEL : YMD NUMBER: 11872

INGREDIENTS

Datum Label Number

Earthquake force effect QE 3706

COMMENTS

:

1. The method of calculation of the seismic moment in a diaphragm which is supported by more than two lines of walls or frames is not specified.

DATUM : Strength of section removed for opening

SECTION: 11.8.4 LABEL: YSO NUMBER: 11876

INGREDIENTS

Datum Label Number

Strength of concrete components and systems SC 11210

377
DATUM : Category C and D concrete braced frame requirement

SECTION: 11.8.5 LABEL: CDCBFR NUMBER: 11880

INGREDIENTS

Datum Label Number

Element of building (component)

Axial force due to all loads

Nominal concrete compressive strength

Gross area of concrete

Special concrete beam column requirement

2114 ZAXALL 11290

(FC) 11250

(AG) 11280

SCBCR 11749

DECISION TABLE 1 2 3

1 Component = member of braced frame oj£ member of horizontal truss or tie member or collector member

2 Axial force due to all loads > 0.2 (FC)(AG)

3 Special concrete beam column requirement = satisfied

4 Special concrete beam column requirement = satisfied (for full length

of member)

N Y Y

. N Y

. Y +

. . Y

***********************************************************************

*

1 CDCBFR = satisfied * XXX

2 CDCBFR = violated * X

*

COMMENTS

2.

3.

Sections 11.5 and 11.8, which control the applicability of this provision, make no mention of horizontal trusses, ties, or collector members; thus the application of this

provision is unclear. Furthermore, the word "tie" has several different meanings:

a type of lateral reinforcement, a link between two parts of a building, a link

between two components of the foundation, etc.

It is not clear that the special concrete beam column requirement is entirely applicable

to members that are not part of a "moment" frame.

It might be more clear to simply modify the required length for provision of special

lateral reinforcement, if that is what is intended in condition 4.

378

I
DATUM ; Category C and D concrete reinforcement splice and anchorage requirement

SECTION: 11.8.6 LABEL: CRSAR NUMBER: 11881

INGREDIENTS

Datum Label Number

Element of building (component) 2114

Splices satisfy provisions of Ref 11.1 for tension splices 11882

Anchorages satisfy provisions of Ref 11.1 for tension anchorages 11884

Development length reduced for excess steel area 11886

DECISION TABLE 1 2 E

*

1 Component = continuous reinforcement in shear walls, diaphragms, trusses, * N Y struts, ties, chords, or collectors *

2 Splices satisfy provisions of Ref 11.1 for tension splices = true * . Y

3 Anchorages satisfy provisions of Ref 11.1 for tension anchorages = true * . Y

4 Development length reduced for excess steel area = true * . N

* **************************************************************************

*

1 CRSAR = satisfied * X X

2 CRSAR = violated * X

*

COMMENTS

:

1. Comment 1 on datum 11880 is applicable to condition 1.

379
DATUM : Category C and D concrete construction joint requirement

SECTION: 11.8.6 LABEL: CDCCJR NUMBER: 11888

INGREDIENTS

Datum Label Number

Element contains construction joint

Surface of joint thoroughly roughened

Shear resisted solely by friction and dowel action

Maximum shear at joint

Capacity reduction factor for concrete

Area of reinforcement normal to construction joint

Specified yield stress

Sum of seismic and minimum gravity forces normal to joint

11890

11892

11893

11894

PHIC 11230

(AV) 11896

(FY) 11550

(PN) 11898

DECISION TABLE 1 2 3 E

1 Element contains construction joint = true

2 Surface of joint thoroughly roughened = true

3 Shear resisted solely by friction and dowel action = true

4 Maximum shear at joint < PHIC [AV (FY) +0.75 PN]

N Y Y

. Y Y

. N Y

. . Y

***************************************************************************

*

1 CDCCJR = satisfied * XXX

2 CDCCJR = violated * X

*

COMMENTS

1. This effectively modifies the strength from the reference document.

380
DATUM ; Masonry materials requirement

SECTION : Chapter 12 LABEL: MMR NUMBER: 12001

INGREDIENTS

Datum Label Number

Building elements that resist seismic force

Requirements of chapter 12A and references

Masonry strength calculation procedure requirement

Masonry design category requirement

9110

12110

ZMSCPR 12200

MDESCR 12002

DECISION TABLE 1 2 E

1 Building elements that resist seismic force include masonry materials * NY

2 Requirements of chapter 12A and references = satisfied (as modified by * . Y conditions 3 and 4) *

3 Masonry strength calculation procedure requirement = satisfied * . Y

4 Masonry design category requirement = satisfied * . Y

* ********************************************************************

*

1 MMR = satisfied * XX

2 MMR = violated * X

*

381
DATUM ; Masonry design category requirement

SECTION : Chapter 12 LABEL: MDESCR NUMBER: 12002

INGREDIENTS

Datum Label Number

Seismic performance category

Category A masonry requirement

Category B masonry requirement

Category C masonry requirement

Category D masonry requirement

SPC 1490

ZCAMR 12300

CBMR 12400

CCMR 12500

CDMR 12600

DECISION TABLE 12 3 4 5

Seismic performance category = A

Seismic performance category = B Seismic performance category = C (Seismic performance category = D)

Category A masonry requirement = satisfied

Category B masonry requirement = satisfied

Category C masonry requirement = satisfied

Category D masonry requirement = satisfied

- Y

- - - Y

****************************************************************************************

* MDESCR = satisfied * X X X X MDESCR = violated * X

*

COMMENTS

1. See the comment on datum 12300 concerning condition 5.

382
DATUM : Masonry strength calculation procedure requirement

SECTION: 12.2 LABEL: ZMSCPR NUMBER: 12200

INGREDIENTS

Datum Label Number

Strength of masonry components XSM 12210

COMMENT:

1. See the comments for datum 9200.

DATUM : Strength of masonry components

SECTION: 12.2 LABEL: XSM NUMBER: 12210

INGREDIENTS

Datum Label Number

Capacity reduction factor for masonry PHIM 12220

Allowable strength of masonry component ASM 12225

FUNCTION:

XSM =2.5 (PHIM) ASM

COMMENT:

1. It is unclear whether this same function applies to unreinforced masonry.

Section 12.2.1 does give a strength, but does not specify as to whether it is an "allowable" strength or a "design" strength.

383
DATUM : Capacity reduction factor for masonry

SECTION: 12.2 LABEL: PHIM NUMBER: 12220

INGREDIENTS

Datum Label Number

Stress type

Element of building (component)

Angle between tension stress and bed joint

9240

2114

12240

DECISION TABLE 1 2 3 4 5 6 E

1 Component = masonry

2 Component = reinforcement or bolt

3 Stress type = axial or flexural compression or bearing

4 Stress type = shear

5 Stress type = tension

6 Angle between tension stress and bed joint = 0° (parallel)

7 Angle between tension stress and bed joint = 90°

(perpendicular)

Y

- - Y Y Y

- Y Y

- - -

Y . - - - - - N Y

- Y- - . - Y

- Y

. . . Y . -

. . . - . Y

1 PHIM =1.0 * X

2 PHIM =0.8 * X

3 PHIM =0.6 * X X

4 PHIM =0.4

5 PHIM =

E PHIM = ? X

1.

3.

COMMENTS

The text is not clear as to how condition 4 ("stress type = shear") should be

evaluated in rules 2 and 3. The check could be on the member as a whole or only

on the reinforcement and/or bolts.

This section of text seems to imply separate reduction factors for the masonry and

the reinforcement in the same component, thus introducing a "partial factor" design

approach.

There are three ELSE rules: 1) for components other than masonry, reinforcement,

or bolts; 2) for stress types other than those listed; and 3) for an angle between

the tension stress and bed joint other than 0° or 90°.

CI C5 C6 B4 - - - C7 E6

- - - - ELSE

---C3**El

- - - C4 E5

- - ELSE

- - C2 C4 83

- - - B2

- - ELSE

384
DATUM ; Allowable strength of masonry component

SECTION

;

12.2, 12.2.1 LABEL: ASM NUMBER: 12225

INGREDIENTS

Datum Label Number

Allowable working stress from chapter 12A

Level of reinforcement in masonry

Unreinforced masonry design procedure requirement UMDPR

12230

12245

12250

DECISION TABLE 1 2

1 Level of reinforcement in masonry = unreinforced

2 Unreinforced masonry design procedure requirement = satisfied ************************************************************************ ASM = function of Unreinforced masonry design procedure requirement * X ASM = Allowable working stress from chapter 12A *

* X

COMMENTS

:

1. See comment 1 on datum 12210.

DATUM : Unreinforced masonry design procedure requirement

SECTION: 12.2.1 LABEL: UMDPR NUMBER: 12250

INGREDIENTS

Datum Label Number

General unreinforced masonry design procedure requirement

Alternate unreinforced masonry design procedure requirement

GUMDR

AUMDR

12253

12256

DECISION TABLE

* General unreinforced masonry design procedure requirement = satisfied * Alternate unreinforced masonry desing procedure requirement = satisfied *

****************************************************************************************

1 UMDPR = satisfied * XX

2 UMDPR = violated * X

*

385
DATUM : General unreinforced masonry design procedure requirement

SECTION: 12.2.1(A) LABEL: GUMDR NUMBER: 12253

INGREDIENTS

Datum Label Number

Requirement of Ref. section 12A.6.1

Tension zone of unreinforced masonry assumed cracked

Compression stress distributed linearly

Compression stress in equilibrium with loads

Source of maximum allowable stress

Masonry bond type

Plane of bending is plane of component

Bed joints contain cracked zone Member position

12258

12259

12262

12265

12268

12274

12277

12280

3791

DECISION TABLE 1 2

1 Requirement of Ref. section 12A.6.1 = satisfied

2 Tension zone of unreinforced masonry assumed cracked = true

3 Compression stress distributed linearly = true

4 Compression stress in equilibrium with loads = true

5 Source of maximum allowable stress = table 12A-3 of Ref. chapter 12A

6 Masonry bond type = stacked and

Plane of bending is plane of component = true and

Member position = vertical

7 Bed joints contain cracked zone = true N

1 GUMDR = satisfied * X X

2 GUMDR = violated * X

*

COMMENTS: ~^^^

1. Condition 4 is redundant when considering the strength requirement in chapter 3.

386
DATUM ; Alternate unrelnforced masonry design procedure requirement

SECTION : 12.2.1(B) LABEL: AUMDR NUMBER: 12256

INGREDIENTS

Datum Label Number

Requirement of Ref section 12A.6.2

Bending is in one direction (principal axis) only

Bending is about both principal axes Ratio of e/t (from chapter 12A)

Ratio Re (from chapter 12A)

Stiffness and strength of masonry in cracked zone ignored

Masonry bond type

Member position

Plane of bending is plane of component

Bed joints contain cracked zone

12283

12292

12295

12286

12289

12298

12274

3791

12277

12280

DECISION TABLE 12 3 4

1 Requirement of Ref section 12A.6.2 = satisfied

2 Bending is in one direction (principal axis) only = true

3 (Bending is about both principal axes = true)

4 Ratio of e/t (from chapter 12A) < 1/6

5 Ratio Re (from chapter 12A) < 1/6

6 Stiffness and strength of masonry in cracked zone ignored = true

7 Masonry bond type = stacked and

Plane of bending is plane of component = true and

Member position = vertical

8 Bed joints contain cracked zone = true

Y Y

Y N

- +

Y .

. Y

N N

N N ***************************************************************************************

*

1 AUMDR = satisfied * X X X X

2 AUMDR = violated * X

*

COMMENTS

1. The wording of the text from which condition 2 was drawn leaves open the possibility

of bending in one direction which would cause bending about both principal axes.

It was assumed that the intent was that the e/t ratio be checked when bending was

on only one principal axis.

2. Condition 6 is shown with all immaterial entries because it is an option for the

designers. It is unclear as to why section 12.2.1(B) uses slightly different

wording than section 12.2.1(A), so a new datum was created (12298 versus 12259).

387
DATUM: Category A masonry requirement

SECTION: 12.3 LABEL: ZCAMR NUMBER: 12300

COMMENTS

;

1. This datum only makes reference to the reference chapter for masonry, which is

already referenced for all situations by the root datum of this chapter. It is

only icluded because it is specifically called out in the text of chapters 3 and 12

.

DATUM : Category B masonry requirement

SECTION: 12.4 LABEL: CBMR NUMBER: 12400

INGREDIENTS

Datum Label Number

Category A masonry requirement

Category B masonry height limitation

Category B masonry anchor bolt tie requirement

Category B masonry screen wall requirement

Category B nonstructural masonry requirement

Masonry construction type

Component is part of structural system

Category B masonry material limitation

Category B mortar requirement

Masonry shear wall requirement

ZCAMR 12300

CBMHL 12403

CBMCTR 12409

CBMCWR 12430

CBNSMR 12454

12466

12469

CBMML 12472

CBMMR 12496

MSWR 12700

DECISION TABLE 1 E

Category A masonry requirement = satisfied

Category B masonry height limitation = satisfied

Category B masonry anchor bolt tie requirement = satisfied

Category B masonry screen wall requirement = satisfied

Category B nonstructural masonry requirement = satisfied

Masonry construction type = cavity wall and

Component is part of structural system = true Category B masonry material limitation = satisfied

Category B mortar requirement = satisfied

Masonry shear wall requirement = satisfied

******************************************************************************

CBMR = satisfied * X

CBMR = violated * X

*

COMMENTS

1. See datum 12300 for a comment about condition 1.

388
DATUM : Category B masonry height limitation

SECTION: 12.4.1(A) LABEL: CBMHL NUMBER: 12403

INGREDIENTS

Datum Label Number

Total height

Masonry bond type

Level of reinforcement in masonry

Component is part of seismic resisting system

Material of component or system

2227

12274

12245

12406

2115

DECISION TABLE 12 3 4 5

1 Total height < 35'

2 Component is part of seismic resisting system = true and

Material of component or system = masonry

3 Masonry bond type = stacked

4 (Masonry bond type = running)

5 Level of reinforcement in masonry = unreinforced

6 Level of reinforcement in masonry = partially reinforced

7 Level of reinforcement in masonry = reinforced

Y Y Y N N

N Y Y • N

. N . .

• + • •

- Y- Y

Y N Y N ******************************************************************************

1 CBMHL = satisfied

2 CBMHL = violated

X X X X X

COMMENTS

In writing condition 4 and rule 3, it was assumed that if the bond is not stacked,

then it is some type of running bond.

389
DATUM : Category B masonry anchor bolt tie requirement

SECTION: 12.4.1(B) LABEL: CBMCTR NUMBER: 12409

INGREDIENTS

Datum Label Number

Element of building (component)

Location of anchor bolt

Requirement of Ref section 12A.6.3(F)

Ties provided around anchor bolts in masonry

Level of reinforcement in masonry

Ties engage at least 4 vertical bars in masonry column

Distance of ties from top of masonry

Size of ties around anchor bolts in masonry

Number of ties around anchor bolts in masonry

2114

11350

12412

12415

12245

12418

12421

12424

12427

DECISION TABLE 12 3 4 5

2

34

5

6

78

9 10

Component = anchor bolt and

Location of anchor bolt = top of masonry column or pilaster

Requirement of Ref section 12A.6.3(F) = satisfied

Tie provided around anchor bolts in masonry = true Level of reinforcement in masonry = reinforced

Ties engage at least 4 vertical bars in masonry column = true Distance of ties from top of masonry < 4" Size of ties around anchor bolts in masonry = #3

Size of ties around anchor bolts in masonry = #4

Number of ties around anchor bolts in masonry > 2 Number of ties around anchor bolts in masonry > 3

y Y Y Y

Y Y Y Y

N N Y Y

• . Y Y

Y Y Y Y Y

- Y-

- Y- Y + Y + Y

Y « Y • ******************************************************************************

* CBMCTR = satisfied * X X X X X CBMCTR = violated

COMMENTS

1 Note the similarity with the category A concrete anchor bolt requirement, datum 11340.

390
DATUM ; Category B masonry screen wall requirement

SECTION: 12.4.1(D) LABEL: CBMCWR NUMBER: 12430

INGREDIENTS

Datum Label Number

Element of building (component)

Level of reinforcement in masonry

Joint reinf considered effect in resisting tens and compr stress Joint is continuous without offset

Area of joint reinforcement

Joint reinforcement embeded in mortar or grout

Type of masonry joint reinforcement

Joint reinforcement spliced

Width of joint reinforcement

2114

12245

12433

12436

12439

12442

12445

12448

12451

DECISION TABLE 1 2 3 E

1 Component = masonry screen wall

2 Level of reinforcement in masonry = reinforced

3 Joint reinf considered effect in resist tens and compr stress = true

4 Joint is continuous without offset = true for at least one direction

5 Area of joint reinforcement ^ 0.03 in in continuous joint

6 Joint reinforcement embeded in mortar or grout = true

7 Type of masonry joint reinforcement = two wires with truss

8 Type of masonry joint reinforcement = two wires with ladder

9 Joint reinforcement spliced = true

10 Width of joint reinforcement = widest that allows 1/2" cover

**************************************************************************

* CBMCWR = satisfied * XXX

CBMCWR = violated * X

*

COMMENTS

1. Condition 4 is not very specific. It is not clear how many joints must be continuous

or what the maximum spacing between them might be.

2. Condition 7 is taken from a permissive statement.

391
DATUM ; Category B nonstructural masonry requirement

SECTION: 12.4.1(E) LABEL: CBNSMR NUMBER: 12454

INGREDIENTS

Datum Label Number

Element of building (component)

Component designed to support self weight and seismic force

Holes suitably strengthened and stiffened

Requirement of Ref section 12A.2.6

2114

12457

12460

12463

DECISION TABLE 12 3

* 1 Component = nonstructural masonry * N Y Y

2 Component designed to support self weight and seismic force = true * . Y Y

3 Holes suitably strengthened and stiffened = true * . Y Y

4 Component = wall or partition * .NY

5 Requirement of Ref section 12A.2.6 = satisfied * . . Y

1 CBNSMR = satisfied * X X X

2 CBNSMR = violated * X

*

COMMENTS

1. Condition 3 is somewhat vague.

392
DATUM : Category B masonry material limitation

SECTION: 12.4.2 LABEL: CBMML NUMBER: 12472

INGREDIENTS

Datum Label Number

Masonry material

Masonry unit type

Masonry grade

Configuration of masonry unit

Load class of masonry unit

12475

12478

12481

12484

12487

DECISION TABLE 1 2 5 6 7

1

2

34

5

6

78

91011

12

13

Masonry material = unburned clay

Masonry material = clay or shale

Masonry material = sand/ lime

Masonry material = concrete

Masonry unit type = brick

Masonry unit type = tile

Masonry unit type = block. Masonry grade = NW

Masonry grade = SW or MW Masonry grade = N Configuration of masonry unit = solid

Configuration of masonry unit = hollow

Load class of masonry unit = load bearing

- Y - - - - Y

- - Y

- - - Y Y Y

-

. Y Y Y

_ _ Y

. - - - Y Y

-

. Y . • , . •

. - N , , , ,

. - . N N N .

• • . . Y

- -

• • . . - Y +

• • . Y Y Y

*********************************************************************

* CBMML = satisfied * X CBMML = violated * XXXXXXX *

393
DATUM : Category B masonry mortar requirement

SECTION: 12.4.2 LABEL: CBMMR NUMBER: 12496

INGREDIENTS

Datum Label Number

Mortar type

Type of cement for mortar and grout

12490

12493

DECISION TABLE 1 E

1 Mortar type = M or S

2 Type of cement for mortar and grout = masonry cement

*

* Y

* N

* ******************************************************************

*

1 CBMMR = satisfied * X

2 CBMMR = violated * X

*

394
DATUM : Category C masonry requirement

SECTION: 12.5 LABEL: CCMR NUMBER: 12500

INGREDIENTS

Datum Label Number

Category B masonry requirement

Level of reinforcement in masonry

Category C masonry tie anchorage requirement

Category C masonry column requirement

Category C masonry shear wall boundary requirement

Category C masonry joint reinforcement requirement

Category C stacked bond requirement

Category C masonry material limitation

CBMR 12400

12245

CCMTAR 12503

CCMCR 12518

CCMSWB 12566

CCMJRR 12569

CCSBR 12578

CCMML 12590

DECISION TABLE 1 E

1 Category B masonry requirement = satisfied

2 Level of reinforcement in masonry = reinforced for all masonry

3 Category C masonry tie anchorage requirement = satisfied

4 Category C masonry column requirement = satisfied

5 Category C masonry shear wall boundary requirement = satisfied

6 Category C masonry joint reinforcement requirement = satisfied

7 Category C stacked bond requirement = satisfied

8 Category C masonry material limitation = satisfied *******************************************************************

*

1 CCMR = satisfied * X

2 CCMR = violated * X

*

395
DATUM: Category C masonry tie anchorage requirement

SECTION: 12.5.1(B) LABEL: CCMTAR NUMBER: 12503

INGREDIENTS

Datum Label Number

Requirement of Ref section 12A.6.3(D)

Turn angle at anchorage of masonry tie

Extension at anchorage of masonry tie

Diameter of masonry tie bar (d)

12506

12509

12512

12515

DECISION TABLE 1 E

1 Requirement of Ref section 12A.6.3(D) = satisfied for all ties

2 Turn angle at anchorage of masonry tie 2 135°

6 Extension at anchorage of masonry tie 2 MAX [6d, 4"]

1 CCMTAR = satisfied * X

2 CCMTAR = violated * X

DATUM : Category C masonry column requirement

SECTION: 12.5.1(C) LABEL: CCMCR NUMBER: 12518

INGREDIENTS

Datum Label Number

Element of building (component)

Material of component or system

Masonry column bar support requirement

Masonry column tie spacing requirement

2114

2115

MCBSR 12560

MCTSR 12563

DECISION TABLE 1 2

Component = reinforced masonry column

Masonry column bar support requirement = satisfied

Masonry column tie spacing requirement = satisfied **********************************************************************

CCMCR = satisfied * XX

CCMCR = violated * X

*

396
DATUM: Masonry column bar support requirement

SECTION: 12.5.1(C) LABEL: MCBSR NUMBER: 12560

INGREDIENTS

Datum Label Number

Requirement of Ref section 12A.6,3(F)

Distance from longitudinal bar to laterally supported bar

Longitudinal bar location

Cross tie used to provide lateral support from opposite face

12412

12524

12527

12530

DECISION TABLE 1 2 E

1 Requirement of Ref section 12A.6.3(F) = satisfied * Y Y

2 Distance from longitudinal bar to laterally supported bar ^

6" for any bar * Y Y

3 Longitudinal bar location = corner * Y N

4 Cross tie used to provide lateral support from opposite face = true * N . * *********************************************************************

*

1 MCBSR = satisfied * X X

2 MCBSR = violated * X

*

COMMENTS

1. Cross ties are defined in chapter 2 of the Provisions.

397
DATUM : Masonry column tie spacing requirement

SECTION: 12.5.1(C) LABEL: MCTSR NUMBER: 12563

INGREDIENTS

Datum Label Number

Masonry column is boundary member of masonry shear wall

Masonry column resists axial stress from EQ overturning forces

Distance from top and bot of mas col with close tie spacing

Maximum dimension of masonry column

Clear column height

Diameter of longitudinal reinf in masonry column

Smallest dimension of masonry column

Spacing of ties in portion of mas col with close spacing

Spacing of ties in portion of mas col with wide spacing

Diameter of masonry tie bar

12533

12536

12539

12542

(h) 12545

(d) 12548

(b) 12551

12554

12557

(dt) 12515

DECISION TABLE 1 2 3 E

1 Masonry column is boundary member of masonry shear wall = true * N Y N

2 Masonry column resists axial stress from EQ overturning forces = true * N . Y

3 Distance from top and bot of mas col with close tie spacing = entire * . Y Y column *

4 Distance from top and bot of mas col with close tie spacing 2 MAX * Y + +

[h/6, 18", b] *

5 Spacing of ties in portion of mas col with close spacing S MIN * Y Y Y [16d, 8"] *

6 Spacing of ties in portion of mas col with wide spacing < MIN * Y , . [16d, 48dt, b, 18"] *

***********************************************************************

*

1 MCTSR = satisfied * XXX

2 MCTSR = violated * X

*

398
DATUM: Category C masonry shear wall boundary requirement

SECTION: 12.5.1(D) LABEL: CCMSWB NUMBER: 12566

INGREDIENTS

Datum Label Number

Element of building (component)

Material of component or system

Category C and D concrete boundary member requirement

Category C masonry column requirement

2114

2115

CDCBMR 11846

CCMCR 12518

DECISION TABLE 1 2 3 E

*

1 Component = boundary member in masonry shear wall *

2 Material = steel or reinforced concrete *

3 Material = masonry *

4 Category C and D concrete boundary member requirement = satisfied *

5 Category C masonry column requirement = satisfied

N Y Y

. Y

-

. - Y

. Y . * . . Y

* *******************************************************************

*

1 CCMSWB = satisfied * XXX

2 CCMSWB = violated * X

*

399
DATUM ; Category C masonry joint reinforcement requirement

SECTION: 12.5.1(E) LABEL: CCMJRR NUMBER: 12569

INGREDIENTS

Datum Label Number

Masonry construction type

Configuration of masonry unit

Longitudinal joint reinf used to fulfill minimum reinf reqt

Longitudinal joint reinf used in determining strength

12466

12484

12572

1257 5

DECISION TABLE 1 2 E

1 Masonry construction type = grouted o£ Configuration of masonry unit = * N Y hollow *

2 Longitudinal joint reinf used to fulfill minimum reinf reqt = true * . . 3 Longitudinal joint reinf used in determining strength = true * . N

* ************************************************************************

*

1 CCMJRR = satisfied * X X

2 CCMJRR = violated * X

*

COMMENTS

1. Condition 2 is taken from a permissive statement.

400
DATUM : Category C stacked bond requirement

SECTION: 12.5.1(F) LABEL: CCSBR NUMBER: 12578

INGREDIENTS

Datum Label Number

Masonry bond type

Spacing of horizontal reinforcement

Ratio of horizontal reinforcement in masonry

Component is part of seismic resisting system

Configuration of masonry unit

Masonry construction type

Level of reinforcement in masonry

12274

12581

12584

12406

12484

12466

12245

DECISION TABLE 2 3

1 Masonry bond type = stacked

2 Spacing of horizontal reinforcement < 24"

3 Ratio of horizontal reinforcement in masonry > 0.0015

4 Component is part of seismic resisting system = true and

Configuration of masonry unit = hollow and

Level of reinforcement in masonry = reinforced

5 Masonry construction type = grouted solid and

Configuration of masonry unit = open end **************************** A************************ ************************ *********^

*

1 CCSBR = satisfied * XXX

2 CCSBR = violated * X

*

401
DATUM : Category C masonry material limitation

SECTION: 12.5.2 LABEL: CCMML NUMBER: 12590

INGREDIENTS

Datum Label Number

Masonry material

Masonry unit type

Load class of masonry unit

12475

12478

12487

DECISION TABLE 1 2 E

1 Masonry material = clay or shale

2 Masonry material = glass

3 Masonry unit type = tile

4 Load class of masonry unit = non-loadbearing

Y

-

- Y

Y . Y .

1 CCMML = satisfied * X

2 CCMML = violated * XX

COMMENTS

L. The text also refers to the category B masonry materials limitation. This is not referenced in this decision table because it is already a part of the blanket

reference to category B requirements made in datum 12500.

402
DATUM ; Category D masonry requirement

SECTION: 12.6 LABEL: CDMR NUMBER: 12600

INGREDIENTS

Datum Label Number

Category C masonry requirement

Category D mortar and grout requirement

Category D grout space requirement

Category D hollow unit masonry requirement

Category D stacked bond requirement

Category D masonry materials limitation

Component is part of structural system

Actual special inspection

CCMR 12500

CDMGR 12602

CDGSR 12614

CDRHMR 12620

CDS BR 12666

CDMML 12676

12469

1652

DECISION TABLE 1 2 E

1 Category C masonry requirement = satisfied

2 Component is part of structural system = true

3 Category D mortar and grout requirement = satisfied

4 Category D grout space requirement = satisfied

5 Category D hollow unit masonry requirement = satisfied

6 Category D stacked bond requirement = satisfied

7 Category D masonry materials limitation = satisfied

8 Actual special inspection = continuous ********************************************************************************

*

1 CDMR = satisfied * XX

2 CDMR = violated * X

*

COMMENTS:

Condition 8 is incompletely stated in section 12.6.3, statement is intended to agree with section 1.6. It was assumed that the

403
DATUM : Category D mortar and grout requirement

SECTION: 12.6.1 LABEL: CDMGR NUMBER: 12602

INGREDIENTS

Datum Label Number

Element of building (component)

Suitably calibrated device used to measure materials

Grout contains approved admixture for water loss and expansion

Grout will not develop shrinkage cracks

Thickness of grout between masonry and reinforcement

2114

12604

12608

12610

12612

DECISION TABLE 1 2 3 4 E

1 Component = mortar for structural masonry

2 Component = grout for structural masonry

3 Suitably calibrated device used to measure materials = true

4 Grout contains approved admixture for water loss and expansion = true

5 Grout will not develop shrinkage cracks = true

6 Thickness of grout between masonry and reinforcement 2 1/2"

Y - -

************************************************************************

* CDMGR satisfied * X XXX

CDMGR = violated X

COMMENTS

1. Suitably calibrated devices are not defined except that shovels are explicitly excluded.

404
DATUM : Category D grout space requirement

SECTION: 12.6.1(A) LABEL: CDGSR NUMBER: 12614

INGREDIENTS

Datum Label Number

Type of grout lift

Minimum grout space

12616

12618

DECISION TABLE 1 2 E

1 Type of grout lift = low

2 (Type of grout lift = high)

3 Minimum grout space ^ 2-1/2"

4 Minimum grout space > 3-1/2"

Y N

- +

Y +

. Y ***************************************************************************

*

1 CDGSR = satisfied * XX

2 CDGSR = violated * X

*

405
DATUM : Category D hollow unit masonry requirement

SECTION : 12.6.1(B)

INGREDIENTS

LABEL: CDRHMR NUMBER: 12620

Datum Label Number

Configuration of masonry unit

Level of reinforcement in masonry

Component is part of structural system

Hollow masonry vertical cells requirement

Hollow masonry grout requirement

Hollow masonry reinforcement support requirement

Hollow masonry bar size requirement

First exception of Ref section 12A.6.3(F) applied

Smallest dimension of masonry column

12245

12469

HMVCR 12622

HMGR 12632

HMRSR 12642

HMBSR 12656

12664

12551

DECISION TABLE 1 2

1 Configuration of masonry unit = hollow and

Level of reinforcement in masonry = reinforced and

Component is part of structural system = true

2 Hollow masonry vertical cells requirement = satisfied

3 Hollow masonry grout requirement = satisfied

4 Hollow masonry reinforcement support requirement = satisfied

5 Hollow masonry bar size requirement = satisfied

6 First exception of Ref section 12A.6.3(F) applied = true

7 Smallest dimension of masonry column ^ 12" nominal

N Y

*

1 CDRHMR = satisfied * XX

2 CDRHMR = violated * X

*

406
DATUM ; Hollow masonry vertical cells requirement

SECTION: 12.6.1(B)1 LABEL: HMVCR NUMBER: 12622

INGREDIENTS

Datum Label Number

Wythe and element thickness

All vertical cells are clear, continuous and no offsets

Diameter of largest circle enclosed by vertical cells Area of vertical cell

12624

12626

12628

12630

DECISION TABLE 1 E

1 Wythe and element thickness ^

8" nominal

2 All vertical cells are clear, continuous and no offsets = true

3 Diameter of largest circle enclosed by vertical cells ^ 3.5"

4 Area of vertical cell ^ 15 in *******************************************************************

HMVCR = satisfied * X HMVCR = violated * X

*

DATUM : Hollow masonry grout requirement

SECTION: 12.6.1(B)2 LABEL: HMGR NUMBER: 12632

INGREDIENTS

Datum Label Number

Type of grout aggregate

Type of consolidation used for grout

Grout reconsolidation after excess moisture absorbed

Grout reconsolidation before workability lost

12634

12636

12638

12640

DECISION TABLE 1 E

Type of grout aggregate = coarse

Type of consolidation used for grout = mechanical

Grout reconsolidation after excess moisture absorbed

Grout reconsolidation before workability lost = true

true

***************************************************************************************

HMGR = satisfied * X HMGR = satisfied * X

*

407
DATUM ; Hollow masonry reinforcement support requirement

SECTION: 12.6.1(B)3 LABEL: HMRSR NUMBER: 12642

INGREDIENTS

Datum Label Number

Locations of secure support for vertical reinforcement

Maximum distance between supports of vertical reinf

Diameter of vertical reinforcement in masonry

Type of grout lift

Supports for vertical bars at intermediate location approved

Horizontal reinforcement securely tied to vertical reinf

Equivalent support provided for horizontal reinf

(d)

12644

12646

12648

12616

12650

12652

12654

DECISION TABLE 1 2

1 Locations of secure support for vertical reinforcement = at least at top,

bottom, and each splice

2 Maximum distance between supports of vertical reinf 5 112 (d)

3 Type of grout lift = high

4 Supports for vertical bars at intermediate location approved = true

5 Horizontal reinforcement securely tied to vertical reinf = true or Equivalent support provided for horizontal reinf = true *************************************************************************************

*

1 HMRSR = satisfied * X X

2 HMRSR = violated * X

*

408
DATUM ; Hollow masonry bar size requirement

SECTION

12.6.1(B)4 LABEL: HMBSR NUMBER: 12656

INGREDIENTS

Datum Label Number

Wythe and element thickness

Size of vertical reinforcement bar

Number of vertical bars in one cell

Splices of vertical bars staggered

12624

12658

12660

12662

DECISION TABLE 1 2 3 E

1 Wythe and element thickness < 10" nominal

2 Number of vertical bars in one cell = 1

3 Number of vertical bars in one cell = 2 4 Size of vertical reinforcement bar £ #10

5 Size of vertical reinforcement bar ^ #8

6 Splices of vertical bars staggered = true

***************************************************************************

1 HMBSR = satisfied * XXX

2 HMBSR = violated * X

DATUM; Category D stacked bond requirement

SECTION: 12.6.1(C) LABEL: CDS BR NUMBER: 12666

INGREDIENTS

Datum Label Number

Masonry bond type

Stacked bond reinforcement requirement

Hollow stacked bond requirement

SBRR

HSBR

12274

12668

12670

DECISION TABLE

1 Masonry bond type = stacked

2 Stacked bond reinforcement requirement = satisfied

3 Hollow stacked bond requirement = satisfied

1 2 E

N Y

. Y

. Y

***************************************************************************************

1 CDSBR = satisfied * XX

2 CDSBR = violated * X

*

409
DATUM : Stacked bond reinforcement requirement

SECTION

12.6.1(C)1 LABEL: SBRR NUMBER: 12668

INGREDIENTS

Datum Label Number

Component is part of structural system

Ratio of horizontal reinforcement in masonry

Spacing of horizontal reinforcement

12469

12584

12581

DECISION TABLE 1 2

Component is part of structural system = true Ratio of horizontal reinforcement in masonry 2 0.0015

Ratio of horizontal reinforcement in masonry 2 0.0025

Spacing of horizontal reinforcement < 24"

Spacing of horizontal reinforcement < 16"

*******************************************************************

SBRR = satisfied * XX

SBRR = violated * X

*

DATUM: Hollow stacked bond requirement

SECTION: 12.6.1(C)2 and 12.6.1(C)3 LABEL: HSBR NUMBER: 12670

INGREDIENTS

Datum Label

Configuration of masonry unit

Component is part of seismic resisting system

Masonry construction type

Number

12484

12406

12466

DECISION TABLE 12 3

1 Configuration of masonry unit = hollow

2 Component is part of seismic resisting system = true

3 Masonry construction type = grouted solid

4 Configuration of masonry unit = double open end and

Configuration of masonry unit = bond beam units

5 Configuration of masonry unit = open end Y

-

****************************************************************************************

1 HSBR = satisfied ' * XXX

2 HSBR = violated * X

410
DATUM : Category D masonry materials limitation

SECTION: 12.6.2 LABEL: CDMML NUMBER: 12676

INGREDIENTS

Datum Label Number

Configuration of masonry unit

Load class of masonry unit

Masonry unit type

Masonry material

Component is part of structural system

12484

12487

12478

12475

12469

DECISION TABLE 1 2 E

1 Configuration of masonry unit = hollow

2 Load class of masonry unit = non-load bearing

3 Masonry unit type = block

4 Masonry unit type = brick

5 Masonry material = concrete

6 Masonry material = sand-lime

7 Component is part of structural system = true

Y . Y

-

Y -

- Y

Y

-

- Y

- Y ***************************************************************************

*

1 CDMML = satisfied * X

2 CDMML = violated * X X

*

411
DATUM : Masonry shear wall requirement

SECTION: 12.7 and 12.4.1(C) LABEL: MSWR NUMBER: 12700

INGREDIENTS

Datum Label Number

Seismic performance category

Level of reinforcement in masonry

Unreinforced masonry design procedure requirement

Masonry shear wall reinforcement requirement

Masonry shear wall boundary requirement

Masonry shear wall compression stress requirement

Masonry shear wall horizontal component requirement

SPC 1490

12245

UMDPR 12250

MSWRR 12702

MSWBMR 12724

MSWCSR 12754

MSWHCR 12764

DECISION TABLE 1 2

Seismic performance category = B and

Level of reinforcement in masonry = partially reinforced and

Unreinforced masonry design procedure requirement = satisfied

Masonry shear wall reinforcement requirement = satisfied

Masonry shear wall boundary requirement = satisfied

Masonry shear wall compression stress requirement = satisfied

Masonry shear wall horizontal component requirement = satisfied

A* A********** A*********************************************************************

* MSWR = satisfied * XX

MSWR = violated * X

412
DATUM: Masonry shear wall reinforcement requirement

SECTION: 12.7.1 LABEL: MSWRR NUMBER: 12702

INGREDIENTS

Datum Label Number

Ratio of horizontal reinforcement in masonry

Ratio of vertical reinforcement

Spacing of horizontal reinforcement

Spacing of vertical reinforcement

Length of masonry shear wall element

Height of masonry shear wall element

Area of shear reinforcement

Spacing of shear reinforcement

Area of reinforcement perpendicular to shear reinforcement

Spacing of reinforcement perpendicular to shear reinforcement

Shear reinforcement is uniformly distributed

Shear reinf resists all shear on masonry shear wall

Masonry bond type

(1)

(h)

12584

12704

12581

12706

12708

12710

12712

12714

12716

12718

12720

12722

12274

DECISION TABLE 1 2 *

1 Ratio of horizontal reinforcement in masonry > 0.0015 and * Ratio of vertical reinforcement > 0.0015 *

2 Spacing of horizontal reinforcement < MIN[l/3, h/3, 32"] *

3 Spacing of vertical reinforcement <MlN[l/3, h/3, 32"] *

4 Area of reinforcement perpendicular to shear reinforcement > Area of * shear reinforcement *

5 Spacing of reinforcement perpendicular to shear reinf < Spacing of shear *

*

*

*

*

*

*

*

reinforcement

6 Shear reinforcement is uniformly distributed = true

7 Shear reinf resists all shear on masonry shear wall = true

8 Masonry bond type = running

9 Ratio of horizontal reinforcement in masonry > 0.0007 and Ratio of

vertical reinforcement > 0.0007

10 Ratio of horizontal reinforcement in masonry + Ratio of vertical

reinforcement > 0.0020

******i!***********i!**i!**************it**it*it****i!********is*i!******i! -k** ***it********-k-k-k

1 MSWRR = satisfied

2 MSWRR = violated

COMMENTS

The text refers to reinforcement "in each direction". This was asumed to mean

horizontal and vertical.

The text sets an upper limit on the spacing of reinforcing as "one-third the

length and height ..." This was assumed to mean 1/3 of the length and 1/3 of

the height in writing conditions 2 and 3. The text refers to "the area and spacing . . . shall be at least equal ..."

It was assumed that the intent here was for the area to be larger and the

spacing to be smaller that the object of comparison in writing conditions 4 and 5,

413
DATUM : Masonry shear wall boundary requirement

SECTION: 12.7.2 LABEL: MSWBMR NUMBER: 12724

INGREDIENTS

Datum Label Number

Masonry shear wall intersection requirement

Vertical load system

Boundary member provided at each end of each wall

Boundary member design requirement

Boundary member anchorage requirement

MSWIR 12726

3306

12734

BMDR 12736 BMAR 12746

DECISION TABLE 1 2 E

1 Masonry shear wall intersection requirement = satisfied

2 Vertical load system = essentially complete frame

3 Boundary member provided at each end of each wall = true

4 Boundary member design requirement = satisfied

5 Boundary member anchorage requirement = satisfied

Y Y

N Y

. Y

. Y

. Y *****************************************************************************

*

1 MSWBMR = satisfied * XX

2 MSWBMR = violated * X

*

414
DATUM : Masonry shear wall intersection requirement

SECTION: 12.7.2 LABEL: MSWIR NUMBER: 12726

INGREDIENTS

Datum Label Number

Element of building (component) 2114

Intersection construction satisfies wall requirement 12728

Intersection unites concrete with masonry shear wrll 12730

Requirement of Ref section 12A.2.1 12732

DECISION TABLE 1 2 3 E

*

1 Component = intersection of masonry shear wall with cross wall 0£ * N Y Y boundary member *

2 Intersection construction satisfies wall requirement = true * . Y Y

3 Intersection unites concrete with masonry shear wall = true * .NY

4 Requirement of Ref section 12A.2.1 = satisfied * . . Y

* *************************************************************************************

* 1 MSWIR = satisfied * XXX

2 MSWIR = violated * X

*

COMMENTS

1. Condition 2 would introduce a loop if the text were taken literally, since this

provision is a part of the shear wall requirements.

415
DATUM ; Boundary member design requirement

SECTION: 12.7.2 LABEL: BMDR NUMBER: 12736

INGREDIENTS

Datum Label Number

Strength of vertical boundary member

Effect of vertical load on masonry shear wall

Effect of vertical forces due to EQ

Boundary member material

Frame material

Frame response type

Special steel moment frame requirement

Special concrete moment frame requirement

YSVBM 12738

YWVMSW 12740

YWEVMS 12742

12744

3333

3327

SSMFR 10600

SCMFR 11700

DECISION TABLE 1 2 3 E

1 Strength of vertical boundary member 2 Effect of vertical load on mas * Y Y Y shear wall + Effect of vertical forces due to EQ *

2 Boundary member mateial = Frame material * Y Y Y

3 Frame response type = special * N Y Y

4 Frame material = steel * . Y N

5 (Frame material = concrete) * . - +

6 Special steel moment frame requirement = satisfied for boundary member * . Y . 7 Special concrete moment frame requirement = satisfied for boundary * . . Y member *

* *************************************************************************

*

1 BMDR = satisfied * XXX

2 BMDR = violated * X

*

COMMENTS

1. Condition 1 effectively specifies the design load for the boundary members.

2. Previous provisions for special moment frames limit the choice to steel or concrete, thus condition 5 is predetermined by conditions 3 and 4.

416
DATUM : Strength of vertical boundary member

SECTION: 12.7.2 LABEL: YSVBM NUMBER: 12738

INGREDIENTS

Datum Label Number

Strength of concrete components and systems SC 11210

Strength of steel components XSS 10210

COMMENT

1. All boundary members in masonry walls will be steel or concrete.

DATUM : Effect of vertical loads on masonry shear wall

SECTION: 12.7.2 LABEL: YWVMSW NUMBER: 12740

INGREDIENTS

Datum Label Number

Dead load 2146

Live load 2148

COMMENT:

1. Note that unlike datum 11866 for vertical boundary elements on concrete shear walls,

this datum does not include the effect of snow load.

DATUM : Effect of vertical forces due to earthquake

SECTION: 12.7.2 LABEL: YWEVMS NUMBER: 12742

INGREDIENTS

Datum Label Number

Earthquake force effect QE 3706

COMMENTS

1. The equivalent provision in chapter 11 for concrete shear wall boundary members

makes it clear that the vertical force is due to the earthquake overturning moment.

417
DATUM : Boundary member anchorage requirement

SECTION: 12.7.2 LABEL: BMAR NUMBER: 12746

INGREDIENTS

Datum Label Number

Horiz reinf in masonry shear wall anchored to boundary member

Boundary member material

Means of anchoring horiz reinf to boundary member

Means of shear transfer to boundary member

12748

12744

12750

12752

DECISION TABLE 1 2 E

*

1 Horiz reinf in masonry shear wall anchored to boundary member = true *

2 Boundary member material = steel *

3 (Boundary member material = concrete) *

4 Means of anchoring horiz reinf to boundary member = welding ^

embedment * in grout encasing the boundary member *

5 Means of shear transfer to boundary member = encasement in grout oic_ * dowels or bolts or lugs or other approved method *

Y Y

N Y + -

. Y

*************************************************************************

*

1 BMAR = satisfied * X X

2 BMAR = violated * X

418
DATUM : Masonry shear wall compression stress requirement

SECTION: 12.7.3 LABEL: MSWCSR NUMBER: 12754

INGREDIENTS

Datum Label Number

Load effect includes seismic force in plane

Allowable compression stress in masonry shear wall

Allowable working stress from chapter 12A

Level of reinforcement in masonry

Requirement of Ref section 12A,6.1

Source of maximum allowable stress Allow working stress reduced for slenderness, if any

Horiz unsupported distance considered in lieu of vert distance

Element of building (component)

Allowable working stress in flexure from chapter 12A

12756

12758

12230

12245

12258

12268

12760

12762

2114

12763

DECISION TABLE 1 2 3 4 5 E

1 Load effect Includes seismic force in plane = true

2 Allowable compression stress in masonry shear wall < Allowable

working stress from chapter 12A

3 Component = pier that does not extend from floor to floor

4 Level of reinforcement in masonry = unreinforced

5 Level of reinforcement in masonry = reinforced

6 Requirement of Ref section 12A.6.1 = satisfied

7 Source of maximum allowable stress = Ref. table 12A-3

8 Source of maximum allowable stress = Ref. table 12A-5

9 Source of maximum allowable stress = Ref. formulas 12A-7

10 Allow working stress reduced for slenderness, if any = true

11 Horiz unsupported dist considered in lieu of vert dist = true

12 Allowable compression stress in masonry shear wall < Allowable

working stress in flexure from chapter 12A

• • • Y Y

. Y

- Y-

. - Y - Y

. Y . Y •

. Y

- Y-

. - Y

- Y

. N N Y Y

• • Y • Y

. + + Y Y

***************************************** ******************************************^

* MSWCSR = satisfied * X X X X X MSWCSR = violated * X

*

COMMENTS

1. Analysis of the decision tree shows that this datum makes no provision for partially

reinforced masonry.

2. Condition 11 was taken from a permissive statement.

419
DATUM : Masonry shear wall horizontal component requirement

SECTION: 12.7.4 LABEL: MSWHCR NUMBER: 12764

INGREDIENTS

Datum Label Number

Element of building (component)

Seismic loads require shear reinforcement

Diagonal shear reinforcement provided

Requirement of Ref section 12A.6.4(D)

Horizontal reinforcement anchored in piers

Horizontal reinforcement continuous through piers

Horizontal component separated from pier with joint

Joint between pier and horiz component provides for movement

Horizontal component anchored to building

Area of shear reinforcement

Spacing of shear reinforcement

Area of reinforcement perpendicular to shear reinforcement

Spacing of reinforcement perpendicular to shear reinforcement

2114

12768

12770

12772

12774

12776

12778

12780

12782

12712

12714

12716

12718

DECISION TABLE 12 3 4 5 6 7

Component = horizontal element of masonry shear wall

Seismic loads require shear reinforcement = true Diagonal shear reinforcement provided = true and

Requirement of Ref section 12A.6.4(D) = satisfied

Horizontal reinforcement anchored in piers = true ^r

Horizontal reinforcement continuous through piers = true Horizontal component separated from pier with joint = true Joint between pier and horiz component provides for

movement = true and

Horizontal component anchored to building = true Area of reinforcement perpendicular to shear reinforcement

^ Area of shear reinforcement and

Spacing of reinforcement perpendicular to shear reinf ^

Spacing of shear reinforcement

*

**

*

A*

*

*

*

*

*

k

k

**

Y - Y - Y -

***************************************************************************************

* 1 MSWHCR = satisfied *XXXXXXX 2 MSWHCR = violated * X

*

COMMENTS

1. This provision applies to the portions of shear walls between piers, such as below

a window.

2. The text is not clear as to whether conditions 2, 3, and 4 are applicable to components separated by joints. In particular, it is difficult to see how

conditions 2 and 5 can be true simultaneously.

^

420
DATUM : Systematic hazard abatement requirement

SECTION ; Chapter 13 LABEL: SHAR NUMBER: 13001

and

DATUM : Hazard abatement requirement

SECTION: 13.3 LABEL: HAR NUMBER: 13301

INGREDIENTS

Datum Label Number

Chapter 13 adopted into provisions 13000

DECISION TABLE 1 2

1 Chapter 13 adopted into provisions = true N Y

**************************************************************************

*

1 Systematic hazard abatement requirement = satisfied and * X

Hazard abatement requirement = satisfied *

2 Systematic hazard abatement requirement and Hazard abatement * X

requirement evaluated by following decision tables *

*

COMMENTS

:

1. This non-standard decision table is inserted simply to make the point that chapter 13

is optional. These two datums are the only ones in chapter 13 that are referenced

from the other chapters.

421
DATUM ; Systematic hazard abatement requirement

SECTION : Chapter 13 LABEL: SHAR NUMBER: 13001

INGREDIENTS

Datum Label Number

Chapter 13 adopted into provisions

Extent of evaluation required

Systematic evaluation requirement

Results of qualitative evaluation

Results of analytical evaluation

Hazard abatement requirement

13000

EXER 13110

SER 13200

13216 RAE 13246

HAR 13301

DECISION TABLE 12 3 4

1 Chapter 13 adopted into provisions = true

2 Extent of evaluation required = none

3 Systematic evaluation requirement = satisfied

4 Results of qualitative evaluation = nonconforming ^

Results of analytical evaluation = nonconforming

5 Hazard abatement requirement = satisfied

Y Y Y

Y N N

. Y Y

. N Y

**********************************************************************

A

1 SHAR = satisfied * X X X X

2 SHAR = violated * X

*

COMMENTS

1. Some uncertainty exists as to what the possible results of qualitative analysis are. Section 13,2.1 lists two:

1) ". . . capable of meeting the requirements . . .", and

2) ". . , capacity cannot be determined . . .". Section 13.3.2 adds a third: "For building classified as nonconforming by Qualitative

Evaluation ..." The commentary for section 13.2.1 lists three values:

1) "Conforming to the provisions . . .", 2) "Not conforming to the provisions . . .", and

3) "Conformance cannot be determined . . ." It was assumed that the intent was to have three possible results and those

results have been named as follows:

1) capable of meeting requirements,

2) nonconforming, and

3) uncertain.

422
DATUM: Extent of evaluation required

SECTION: 13.1 and 13.1.1 LABEL: EXER NUMBER: 13110

INGREDIENTS

Datum Label Number

Seismiclty index

Date of design of building

Building includes features proven vulnerable to earthquake

Building struct system significantly weakened since const Seismic performance category

Occupancy potential

DECISION TABLE

SI 1425

13120

13130

13140

SPC 1490

XOP 13160

1

* Seismicity index =4 * Y Y Y Y

2 Date of design of building = before 19xx * Y Y N N

3 Date of design of building = before 19yy * + + Y Y

4 Building includes features proven vulnerable to earthquake = true or * Building struct system significantly weakened since const = true *

• • Y Y

5 Seismic performance category = C and * Occupancy potential < 100 *

*

N Y N Y

****************************************************************************************

1 EXER = complete * X X

2 EXER = external * X X

3 EXER = none *

* X

COMMENTS

:

1. It was assumed that 19xx is earlier than 19yy.

2. The text is not clear as to whether condition 5 applies to all buildings or only to those with seismicity index = 4 that were designed before 19xx or 19yy, The second

possibility is shown in this decision table.

423
DATUM : Type of evaluation required

SECTION: 13.1 LABEL: TER NUMBER: 13150

INGREDIENTS

Datum Label Number

Seismic performance category SPC 1490

Results of qualitative evaluation 13216

DECISION TABLE 12 3 *

1 Seismic performance category = C * N Y Y

2 (Seismic performance category = D) *-).__

3 Results of qualitative evaluation = uncertain * . Y N

* ***************************************************************************************

*

1 TER = analytical * XX

2 TER = qualitative * X

*

COMMENTS

1. Note that rules 2 and 3 in this decision table imply a two step iteration: 1) a qualitative evaluation is performed, and 2) depending on the result of the qualitative

evaluation, an analytical evaluation may or may not be required.

DATUM : Occupancy potential

SECTION: 13.1.1 LABEL: XOP NUMBER: 13160

INGREDIENTS

Datum Label Number

Square feet of floor per occupant SFPO 13180

Total square feet in building (A) 13190

FUNCTION

XOP = XSFPO

424
DATUM : Square feet of floor per occupant

SECTION: 13.1.1 LABEL: SFPO NUMBER: 13180

INGREDIENTS

Datum Label Number

Square feet per occupant established by cognizant jurisdiction

Square feet per occupant from table 13-A XSFT13

13170

13185

DECISION TABLE 1 2

Y N

*

1 Square feet per occupant established by cognizant jurisdiction = true *

* ***************************************************************************************

* 1 SFPO = value established by cognizant jurisdiction * X

2 SFPO = Square feet per occupant from table 13-A * X

DATUM : Square feet per occupant from table 13-A

SECTION: 13.1.1 (Table 13-A) LABEL: XSFT13 NUMBER: 13185

INGREDIENTS

Datum Label Number

Building use 1270

COMMENT

:

1. Table 13-A in the text is quite clear in how to evaluate the square feet per occupant

once the building use is known. There may be problems with fitting the use of a building into the categories of use shown in the table.

425
DATUM : Systematic evalution requirement

SECTION: 13.2 LABEL: SER NUMBER: 13200

INGREDIENTS

Datum Label Number

Extent of evaluation required

Type of evaluation required

Qualitative evaluation procedures requirement

Analytical evaluation procedures requirement

EXER 13110 TER 13150

QEPR 13202

AEPR 13226

DECISION TABLES 1 2 3 E

1 Extent of evaluation required = none

2 Type of evaluation required = qualitative

3 Qualitative evaluation procedures requirement = satisfied

4 Analytical evaluation procedures requirement = satisfied

Y N N

. Y N

. Y .

. . Y ***********************************************************************************

*

1 SER = satisfied * X X X

2 SER = violated * X

*

426
DATUM : Qualitative evaluation procedures requirement

SECTION: 13.2.1 LABEL : QEPR NUMBER: 13202

INGREDIENTS

Datum Label Number

Entity performing evaluation

Available pertinent documentation examined

On-site inspection performed

Element evaluation required

Element classed as to hazard

Detail of qualitative evaluation report requirement

13204

13206

13208

EER 13210

13212

DQERR 13214

DECISION TABLE

1 Entity performing evaluation = cognizant jurisdiction or registered

engineer or registered architect

2 Available pertinent documentation examined = true

3 On-site inspection performed = true

4 Element evaluation required = true

5 Element classified as to hazard = true

6 Detail of qualitative evaluation report requirement = satisfied **************************************************************************************

*

1 QEPR = satisfied * XX

2 QEPR = violated * X

*

COMMENTS

:

1. Condition 1 is actually found in section 13.1.

427
DATUM ; Element evaluation required

SECTION: 13.2.1 LABEL: EER NUMBER: 13210

INGREDIENTS

Datum Label Number

Extent of evaluation required

Seismic performance category

Results of qualitative evaluation

Element of building (component)

Element could cause injury/block exit/start fire/release toxic

EXER

SPC

13110

1490

13216

2114

13218

* Extent of evaluation required = complete *YYYYYY--N

Extent of evaluation required = external *______YYN

(Extent of evaluation required = none) *________+

Element = primary structural system *Y----NElement = exterior non-structural *-Y---NYN

Element = interior non-structural *--YYYNElement could cause injury/block exit/start fire/release * . . Y N toxic = true Seismic performance category = C and

Results of qualitative evaluation (for primary

structural system) = capable of meeting requirements

N N Y

***************************************************************************************

*

* X X X X

* XXX *

EER = true

EER = false X X

428
DATUM : Detail of qualitative evaluation report requirement

SECTION: 13.2.1 LABEL : DQERR NUMBER ; 13214

INGREDIENTS

Datum Label Number

Sketches of struct seismic resisting system provided

Sketches of details of struct seismic resisting system provided

Results of qualitative evaluation

Reasons provided for classification as capable

13220

13222

13216

13224

DECISION TABLE 1 2 E

1 Sketches of struct seismic resisting system provided = true * Y Y

2 Sketches of details of struct seismic resisting system provided = true * Y Y

3 Results of qualitative evaluation = capable of meeting requirements * Y N

4 Reasons provided for classification as capable = true * Y . ****************************************************************

*

1 DQERR = satisfied * X X

2 DQERR = violated * X

*

429
DATUM : Analytical evaluation procedures requirement

SECTION: 13.2.2 LABEL: AEPR NUMBER: 13226

INGREDIENTS

Datum Label Number

Entity performing evaluation

Analysis method requirement

Details of analytical evaluation report requirement

Element evaluation required

Element classified as to hazard

13204

AMR 13228

DAERR 13230

EER 13210

13212

DECISION TABLE 1 2 E

1 Entity performing evaluation = registered structural engineer

2 Analysis method requirement = satisfied

3 Details of analytical evaluation report requirement = satisfied

4 Element evaluation required = true

5 Element classified as to hazard = true

Y Y

Y Y

Y Y

Y N Y . ***************A******** A*****************A* **********;*:**************A******** A*

*

1 AEPR = satisfied * X

2 AEPR = violated * X

*

COMMENTS

1. Condition 1 is from section 13.1.

430
DATUM: Analysis method requirement

SECTION: 13.2.2 LABEL: AMR NUMBER: 13228

INGREDIENTS

Datum Label Number

Analysis based on recommendations of previous chapters

Recommendations of previous chaps for analysis not applicable

Deviations from recommendations for analysis permitted by reg agency

Deviations from recommendations for analysis justified in report

13232

13234

13236

13238

DECISION TABLE

1 Analysis based on recommendations of previous chapters = true

2 Recommendations of previous chaps for analysis not applicable = true

3 Deviations from recommendations. for analysis permitted by reg agency = true

4 Deviations from recommendations for analysis justified in report = true *************************************************************************************

AMR = satisfied * X X AMR = violated * X

*

DATUM : Details of analytical evaluation report requirement

SECTION: 13.2.2 LABEL: DAERR NUMBER: 13230

INGREDIENTS

Datum Label Number

Diagrams of struct seismic resisting system provided

Calculations for determining capacity ratio provided

Results of analytical evaluation

Time permitted for correction provided in report

13240

13242

13246

13244

DECISION TABLE 1 2

1 Diagrams of struct seismic resisting system provided = true

2 Calculations for determining capacity ratio provided = true

3 Results of analytical evaluation = nonconforming

4 Time permitted for correction provided in report = true ****************************************************************************************

1 DAERR = satisfied * XX

2 DAERR = violated * X

*

431
DATUM ; Results of analytical evaluation

SECTION: 13.2.2 LABEL: RAE NUMBER: 13246

INGREDIENTS

Datum Label Number

Governing earthquake capacity ratio

Allowable earthquake capacity ratio

XRCG

RCA

13248

13262

DECISION TABLE 1 2

1 Governing earthquake capacity ratio < Allowable earthquake capacity ratio * Y N

A *******************************************************************************

1 RAE = conforming * X

2 RAE = nonconforming * X

*

DATUM : Governing earthquake capacity ratio

SECTION; 13.2.2 LABEL: XRCG NUMBER: 13248

INGREDIENTS

Datum Label Number

Actual capacity in seismic shear force

Required capacity in seismic shear force

Allowable story drift

Actual story drift

ZVAS 13250

ZVRS 13256

ASD 3860

ZACTSD 13254

FUNCTION

;

XRCG = MIN[ZVAS/ZVRS, ASD/ZACTSD]

COMMENTS

The text refers to a ratio of shear forces in terms of actual capacity t required

capacity and then stipulates that the ratio may be governed by "shear, moment, or axial forces or by drift limitations." Since the ratio for drift is most easily

obtained by using the allowable story drift and since in that case the consistent

ratio has the actual value in the denominator rather than the numerator, the

function shown here was modified to separate strength and drift.

For a given element the function is straightforward. For a system or the building,

take the minimum of the values determined for all the elements of that system or building.

432
DATUM : Actual capacity in seismic shear force

SECTION: 13.2.2 LABEL: ZVAS NUMBER: 13250

INGREDIENTS

Datum Label Number

Member strength

Connection strength

YMS

YCS

3125

3130

COMMENT

1. The text states that the capacity in seismic shear force may be governed by direct

shear, bending, or axial force effects. The assumed function for this would be:

YVAS = MIN[ shear strength, bending strength, axial strength]

DATUM : Actual story drift

SECTION: 13.2.2 LABEL: ZACTSD NUMBER: 13254

INGREDIENTS

Datum Label Number

Design story drift DRIFT 4660

COMMENT

1. It is assumed that the method for obtaining the drift should be the same as specified

in the earlier chapters, including secondary effects.

433
DATUM : Required capacity in seismic shear force

SECTION13.2.2 LABEL: ZVRS NUMBER: 13256

INGREDIENTS

Datum Label Number

Earthquake force effect QE 3706

COMMENT

1, The text specifically refers to the base shear determined by chapters 4 or 5. It was assumed that the requirements of section 3.7 for critical direction, minimum nominal

forces, and so on were to be included. Thus, the reference here is made to the datum

with the earthquake force effect that takes all those requirements into account.

DATUM: Allowable earthquake capacity ratio

SECTION: 13.2.2 LABEL: RCA NUMBER: 13262

INGREDIENTS

Datum Label Number

Seismic performance category

Element of building (component)

Occupancy potential

SPC 1490

2114

XOP 13160

DECISION TABLE 1 2 3 4 5 6 E

1 Seismic performance category = D

2 (Seismic performance category = C)

3 Element = primary structural system

4 Element = exterior nonstructural component

5 Element = interior nonstructural component

Y Y Y N N N --- + + +

Y - - Y

- -

- Y

- - Y-

- - Y

- - Y *******************************************************************************

1 RCA =0.5 _

* X X X X

2 RCA = MIN[0. 5, 0.25(1 +-^^2£^Q0. )] * XX E RCA = ? '^^ * X . *

COMMENTS

The ELSE rule in this decision table occurs if conditions 3, 4, and 5 are all false,

which should not occur because evaluation is only required for those elements listed.

(See datum 13210.) However, recognition of the ELSE rule raises the questions as to what is to be done with members of the structural system that are not "primary" and

which parts of the structural system should be classified as primary.

434
DATUM : Hazard abatement requirement

SECTION: 13.3 LABEL: HAR NUMBER: 13301

INGREDIENTS

Datum Label Number

Chapter 13 adopted into provisions

Components classified as hazardous

Type of abatement to be used

Building is classified as historical

Alternate abatement approved

New earthquake capacity ratio to be provided

Required new earthquake capacity ratio

Time proposed for abatement

Maximum time permitted for abatement

13000

13310

13320

13330

13340

13350

MRC 13360

13370 TX 13380

DECISION TABLE 12 3

Chapter 13 adopted into provisions = true Type of abatement to be used = strengthening

Type of abatement to be used = removal of hazard

Type of abatement to be used = demolition

Components classified as hazardous include primary structural

system

New earthquake capacity ratio to be provided > Required new

earthquake capacity ratio for each components classified

as hazardous

Time proposed for abatement < Maximum time permitted for

abatement for each component classified as hazardous

Building is classified as historical = true and

Alternate abatement approved = true

Y Y

Y Y

Y

- - Y

. Y

- Y

************************************> j\- **************************************************

* HAR = satisfied * X X X X X HAR = violated * X

*

COMMENTS

:

1. The text specifically makes the acceptability of demolition conditional on the

primary structural system being classified as hazardous, thus condition 5 is

necessary in rule 4.

2. The text makes no mention of the applicability of the capacity ratio for the case

of removing hazardous components, so condition 6 is shown as immaterial in rule 3. 3. Condition 6 is implicitly false in rules 2, 3, and 4, because datum 13340 would be

false in those cases.

4. Section 13.3 refers to components classified as hazardous, whereas sections 13.1

and 13.2 use the term nonconforming. The two were assumed to be equivalent.

435
DATUM : Required new earthquake capacity ratio

SECTION: 13.3.1 LABEL: MRC NUMBER: 13360

INGREDIENTS

Datum Label Number

Seismic performance category

Element of building (component)

Occupancy potential

SPG 1490

2114

XOP 13160

DECISION TABLE 12 3

1 Seismic performance category = D

2 (Seismic performance category = G)

3 Element = exterior nonstructural component

Y N N

- + +

. Y N ************************** A A*****:*** A************************ *****************

*

1 MRG =1.0 * XX

2 MRG = MIN[1.0, 0.5(1 + ^°^^~ ^'^^ )] * X

700 *

436
DATUM : Maximum time permitted for abatement

SECTION: 13.3.2 LABEL: TX NUMBER: 13380

INGREDIENTS

Datum Label Number

Seismic performance category

Element of building (component)

Components classified as hazardous

Coefficient for permissible time

Earthquake capacity ratio for computing time

SPC 1490

2114

13310

(AT) 13385

RCT 13390

DECISION TABLE 12 3 4

1 Element of building = exterior nonstructural

2 Seismic performance category = D

3 (Seismic performance category = C)

4 Components classified as hazardous include primary structural system

Y N N N

. Y Y N

. - - +

. Y N .

**************-k****************ie*-k**i:******************i(**:k**it*i(****-ki:***************-k*

1 TX = 1.0

2 TX = MAX[1.0, M1N(AT*RCT,15)]

3 TX = 2.0

4 TX = MAX[2.0, MIN(AT*RCT,15)]

COMMENT

1. The coefficient for permissible time, AT, is to be supplied by the regulatory agency.

437
DATUM : Earthquake capacity ratio for computing time

SECTION: 13.3.2 LABEL: RCT NUMBER: 13390

INGREDIENTS

Datum Label Number

Results of qualitative evaluation 13216

Governing earthquake capacity ratio XRCG 13248

DECISION TABLE 1 2

1 Results of qualitative evaluation = nonconforming * Y N

* *******************************************************************************

*

1 RCT = 0.1 * X

2 RCT = XRCG * X

*

COMMENT

1. See comment 1 on datum 13001.

438
APPENDIX A3

INFORMATION NETWORKS

This appendix is divided into three major parts. Presented first are information

networks for each of the 13 chapters of the Provisions , except chapter 2. The total

network created by merging all of the chapters is presented on the sheet folded into

the pocket attached to the back cover of the report. Comments on the networks are presented on the pages following the individual chapter networks.

The networks are computer generated printings of the global ingredience of all

terminal nodes, as described in chapter 2. The printing is in the form of an indented

outline that represents a spanning tree. Each node is connected to its ingredients with

dotted lines, and each node is printed in a column corresponding to its level from output.

Two conventions are used to represent branches that would connect upwards to nodes already

printed:

1) a

"-" before the data number indicates that the node has already occurred

in the network;

2) a

"*" following the data number indicates that the node has ingredients (is a derived node) and that the subnetwork of its ingredients is not printed at this

location. To locate the subnetwork, simply proceed up the network at the same level to the point at which the node is printed without a

"-" (this is the

original occurrence of the node).

Two additional conventions are used in the printing of the individual chapter networks

to indicate references to data items in other chapters (these references are treated as input data items in the individual chapter networks):

1) the first character of a data description for a data item from another chapter

is •%".

2) if the data item is a derived data item in the chapter in which it is defined,

the second character of the data description is "*".

The printout of the total merged network is quite large. To be able to reproduce

it in this report, all input data items were omitted. Thus that printout shows no nodes

occurring at the highest level from output.

I

439
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483
COMMENTS ON THE INFORMATION NETWORKS

Chapter 1

The network for chapter 1 shows seven terminal nodes:

1305 Application requirement

1405 Effective peak acceleration

1415 Effective peak velocity-related acceleration

1469 Group III functional requirement

1472 Group III access requirement

1493 Category D site limitation requirement

1510 Alternate acceptable

Except 1405 and 1415, which are used as ingredients for determining seismic forces in

chapters 3 through 8, all of these remain as terminal nodes in the complete network.

Furthermore, they are the only terminal nodes in the complete network because all other

provisions are referenced directly or indirectly by chapter 1. One of these five terminal

nodes (1305) is the root of virtually the entire network, the other four having very minor

networks in comparison. The last of these, number 1510, is unique in this analysis because

it is "understood" to be an ingredient of most of the requirements of the Provisions .

The network shows that the requirements of all the other chapters are referenced as input nodes for chapter 1 (datum numbers 2001, 3001, . . . 13001). There are two points

worthy of note: 1) there are no requirements in chapter 2, only definitions, and thus

there is no network emanating from datum 2001; and 2) chapters 3, 4, 5, and 6 have multiple

terminal nodes, yet only one terminal node per chapter is referenced in chapter 1 (3001,

4001, etc.), therefore much of the network of each of those chapters is not directly

addressed by chapter 1. In fact all of the nodes in chapters 3, 4, 5, and 6 do end up in

the global ingredience of chapter 1 because those chapters are so interrelated as to bring

this about.

Chapter 3

The network for chapter 3 shows five terminal nodes:

3001 Structural design requirement

3210 Soil profile type

3220 Seismic soil coefficient

3348 Deflection amplification factor

3354 Response modification factor ^^~

The last four of these are parameters used in chapters 4, 5, and 6 to evaluate the seismic

force. Since the seismic force from those chapters is an input item for the network for

this chapter (e.g., datum 4010, Earthquake load effect from ELF/Modal analysis, is an ingredient of datum 3560, analyzed seismic load effect) the result is that these "terminal

nodes" show up in the global ingredience of datum 3001 in the complete network. The full

impact of this arrangement is discussed in detail in the comments on the complete network.

Chapter 3 shows a large number of references to other chapters, more than any other

chapter. It almost, but not quite, serves as a directory for chapters 4, 5, 6, 7, 9,

10, 11, and 12. (There are a small number of requirements in chapters 4, 5, 6, 7, and 9 that are not referenced by chapter 3; they are referenced by chapter 1, however.) The

principal references from chapter 3 fall into the following categories:

1) to chapters 4, 5, and 6 for the effect of seismic forces;

2) to chapters 9, 10, 11, and 12 for the strength of structural components; and

3) to chapters 7, 9, 10, 11, and 12 for the special requirements that are applicable to the different seismic performance categories

It is interesting to note how poorly the network duplicates the ordering of the

provisions in the chapter, particularly when compared to other chapters. The most notable

example is the splitting of the nodes from section 3.7 between the portion of the network

484
emanating from datum 3120, Strength requirement, and the portion from datum 3610,

Structural design and detailing requirement. Note that the sequence of numbers switches

back and forth between the two portions of the network (e.g., numbers 3714, 3717, and

3734 are ingredients of "strength," while numbers 3715, 3719, and 3737 are ingredients

of "detailing"). One reason for this is that the provisions of section 3.6 override the

implications of the arrangement of section 3.7.

Chapter 4

The network for chapter 4 shows three terminal nodes:

4001 Equivalent lateral force analysis requirement

4010 Earthquake load effect from ELF /Modal analysis

4522 Overturning moment at foundation without reduction

The first of these brings together the small number of data items in the chapter that are

not directly involved in the numerical calculation of the seismic forces and effects. There

is only one derived node in its global ingredience, datum 4560, "Overturning moment requirement." The very fact that it is unique calls into question the consistency of placing it

in chapter 4. The provision from which it was taken is more like the provisions of chapter 3 than the other provisions of chapter 4.

Most of the network for chapter 4 stems from the second of the three terminal nodes;

the third terminal node is simply an intermediate quantity that is called for in chapter 6

Note that it was assumed that the principal force effects determined in chapter 4 were to be

summed in datum 4010 from the implications of the wording of chapter 3 and the organization

of chapter 4.

It is interesting to consider how the nodes in this chapter would need to be indexed to provide for a computer program for design verification:

1) nearly all of the nodes would be indexed according to the direction in which the

seismic force is acting, the exceptions being a few of the nodes close to input,

such as the soil profile and the total weight;

2) the nodes in the middle levels would also be indexed by story; and

3) the nodes closest to output would be indexed by component.

Subscripted notation has not been used in this analysis; it is mentioned here because it is

useful to recall the implications of applying the Provisions to an entire building by examining instances where indexing of variables is necessary. In this chapter the move from the

general building to the individual component is quite clear.

The network clearly shows that the results of chapter 5 are picked up in chapter 4,

although the text of chapter 4 in the Provisions never mentions chapter 5. The reason is

that the text of chapter 5 contains several references to the provisions of chapter 4 for

evaluation of the seismic force effects. Such cross-references require careful consideration by readers.

It is also interesting to note how well correlated the order of the text in sections

4.2, 4.5, and 4.6 is with the order of the corresponding portions of the network.

Chapter 5

The network for chapter 5 shows six terminal nodes:

5001 Modal analysis requirement

5515 Mode 1 base shear without soil structure interaction

5820 Story shear design value

5840 First order story drift design value

5850 First order story deflection design value

5910 Overturning moment design value

485
The first of these again brings together several data items that are not directly involved

in the numerical computation of the seismic forces and effects. The second one is a quantity

that is called for in chapter 6. The other four are the principal outputs of the chapter,

and they are all used in the network for chapter 4, as discussed earlier.

The nodes in this chapter are similar to those in chapter 4 in many ways, including

the indexing that would be necessay for computerized design verification. One additional

index would be necessary in this chapter, however, that being the mode number.

Chapter 6

The network for chapter 6 shows three terminal nodes:

6001 Soil structure interaction analysis requirement

6268 Modified ELF deflections for soil strucure interaction

6340 Mode 1 deflections modified for soil strucutre interaction

The first of these is at the root of a very small network that, like similar terminal data

items in chapters 4 and 5, brings together those data items that are not directly involved

in the numerical computation of the seismic forces and effects. The second and third are

at the root of networks that provide modified forces and deflections for chapters 4 and 5. These two terminal data items are not the most easily recognized data items for reference to their networks, however: datums 6200, ELF base shear modified by soil structure interaction,

and 6300, Mode 1 base shear modified by soil structure interaction, are more frequently

referenced directly. The base shear quantities are ingredients of the deflection quantities, though, so they are not terminal nodes.

Just as the network for chapter 4 is strongly influenced by the provisions of chapter 5,

the network for section 6.2 is strongly influenced by backpointlng cross references in the

provisions of section 6.3. Thus quantities from the modal analysis chapter (e.g., 5330,

Modal period, and 5530, Effective modal gravity load) show up in the global ingredience

of modifications to the equivalent lateral force method.

Chapter 7

The network for chapter 7 shows two significant differences from those of the previous

four chapters:

1) there is only one terminal node

2) the network is, relatively speaking, less deep (fewer levels) and more broad

(the typical derived node has more ingredients).

In both these respects this chapter resembles the chapters for the various materials,

chapters 9 through 12. There is less interaction with other chapters than the structural

design and analysis chapters show.

Chapter 8

The network for chapter 8 shows only one terminal node, 8001, Architectural/mechanical/

electrical design requirement. Two other nodes are referenced frequently in chapters 1 and 3; they are:

8105 A/M/E performance level

8115 Nonstructural seismic force

The network as a whole closely follows the order of the text, with the exception that some portions of sections 8.2 and 8.3 are brought into the ingredience of the strength requirement

of section 8.1. Note that the four chapters for structural materials are brought in as ingredients for datum 8345, Mechanical/Electrical attachment design requirement.

486
Chapter 9

The network for chapter 9 shows only one terminal node, 9001, Wood materials requirement.

However, several other nodes are referenced from other chapters:

1) 9210, Strength of wood components, is referenced in chapters 3 and 7;

2) 9701, Conventional light timber requirement, is referenced in chapter 1; and

3) the design category requirements, datums 9300, 9400, 9500, and 9600, are referenced in chapters 3 and 7,

The network shows that section 9.8 is split between the ingredience of the strength

datum, 9210, and the ingredience of datum 9801, which brings together many detailing

requirements. This splitting is very similar to that observed for section 3.7. Section

9.8 is unique among the materials chapters, because no other chapter specifies allowable

strengths for components in the way that chapter 9 does.

Chapter 10

The network for chapter 10 is quite small, and it shows a single terminal node, 10001,

Steel materials requirement. Note that datums 10450, Ordinary steel moment frame requirement,

and 10600, Special steel moment frame requirement are referenced directly in chapter 3.

Chapter 11

The network for chapter 11 has the largest number of nodes of all the individual

chapter networks. Even so, the network bears a strong resemblance to that of chapter 10,

having one terminal node, 11001, Concrete materials requirement, and having the major structure shaped by the nodes for the various design category requirements. Also like chapter 10,

the two nodes representing moment frame requirements, datums 11600 (ordinary) and 11700

(special) are referenced directly in chapter 3.

There are several strength requirements in this chapter, particularly in section 11.8,

which modify the strength requirement of chapter 3 (e.g., datum 11862, Category C and D concrete boundary member axial strength requirement). In addition, there are several

provisions for allowable strengths that apparently modify the concrete design reference

document, although the references to the appropriate sections of reference document are

not made explicit as they are in chapter 10, (e.g., datum 11790, Maximum allowable shear stress in joint requirement).

Note that the provisions for strength of concrete components occur at a high level

from output because they are ingredients to detailed design requirements for moment frames

and shear walls. Also note that chapter 11 makes reference to all of the provisions of

chapter 10 through datum 11858, Category C and D concrete boundary member material requirement.

Chapter 12

This chapter is very similar to the other materials chapters. In some respects the

network for chapter 12 is the prototypical one of the four because it does not have many

exceptions to be commented upon. Note that this analysis does not include chapter 12A; it was treated as an independent reference, just as the reference from the other materials

chapters.

Chapter 13

The network for chapter 13 shows a single terminal node, 13001, Systematic hazard

abatement requirement. There is one other node that is referenced from the other chapters:

datum 13301, Hazard abatement requirement. As the comments on its decision table point

out, the applicability of those references is not clear, whether chapter 13 is included

in the provisions or not.

487
Complete Network

As already pointed out in the discussion of chapter 1, there are five terminal nodes

in the complete network, all from chapter 1, and one of these (datum 1305, Application

requirement) is the root of nearly the entire network. Merging all the chapter networks

produced two significant results:

1) complete loops were detected in the precedence of some provisions, which

correspond to circular definitions, and

2) the total depth of the network is significantly greater than any of the individual chapters; in fact elements of the same chapter are frequently found to occur

at widely separated extremes of levels of precedence.

These two observations are worthy of examination in some detail.

A common point in all the loops which were detected can be found in table 3-B of the

Provisions , which defines the response modification factor, R, (datum 3345) and the deflection amplification factor, C^, (datum 3348). For all buildings that use moment frames to resist seismic loads, that table includes statements that have been interpreted as strength

requirements on the moment frames: for example, "Seismic force resistance is provided by

Ordinary or Special Moment Frames capable of resisting the total prescribed forces" (emphasis

added). Those requiremenls (e.g., datum 3315) are in the global ingredience of the response

modification factor, R, and have as ingredients the strength of the moment frame and the

required resistance. However, R is the global ingredience of the seismic force (see

chapter 4), so when chapters 3 and 4 are merged the loop is closed: R depends on the

required strength which depends on the earthquake force which, in turn, depends upon R. Closed loops in precedence networks can and do exist in especially defined instances of

iterative calculation, but this is not such an instance.

This same requirement on moment frames leads to two other loops when chapters 3 and 4 are merged with chapter 11. Chapter 11 defines the strength of concrete components in such

a fashion that the required strength, and thus the earthquake force, show up in the global

ingredience of strength (i.e., datum 11230, capacity reduction factor for concrete, depends

upon datums 11290 and 11295, axial force due to all loads and due to earthquake). The loop

goes thus: R depends on the strength which depends on the capacity reduction factor which

depends on the earthquake force which, in turn, depends on R. The second loop involving

chapter 11 occurs in section 11.7, the requirement for special concrete moment frames. The

section is explicitly referenced in a footnote to table 3-B, thus it is in the global ingredience of R. The loop is completed by the reference to shear stress due to earthquake

forces in section 11.7.

Because it is impossible to display a directed network, such as the information network

presented here, with a loop, the loops were arbitrarily cut in this analysis. The cuts were

made at the points where the cross-references in the text seemed to be the weakest, by

deleting the ingredients from the following datums:

3324 Total required strength

3342 Total required strength with 25% of the seismic force

11290 Axial force due to all loads

11295 Axial force due to earthquake

11702 Shear stress due to seismic forces

11704 Shear stress due to all forces

11705 Axial compressive force due to seismic and dead load

Note that each of these nodes is marked in the data list and the networks by "**" occurring

at the end of the data description.

It is not recommended that the provisions be changed where these cuts were made. The

requirements on the strength of moment frame system seem to be reasonable, and the best

solution would be to retain them, but to detach them completely from the evaluation of R by placing them alongside other strength requirements from section 3.7 of the Provisions . In other words, it would seem most appropriate to make those special strength requirements

488
dependent on the value of R used in analysis, and not the opposite as implied by the present

organization of the Provisions . In fact, many engineers would probably do precisely that if

they were given the Provisions , some without even recognizing that they were avoiding a circular definition. The rearrangement is recommended because the circular definition would

undoubtedly cause some individuals significant problems in understanding the Provisions .

The longest paths from input to output in the complete network include 51 steps, far more than the longest such path in any individual chapter, which is 15 steps. Fifty-one

steps are also far less than the sum of the lengths of paths from all chapters, which is

126, but that would be expected since the various chapters appear to be designed to act in

parallel rather than in series. Table A3.1 lists the nodes that occur along one of the most

densely populated paths from output to input. Read bottom-to-top, the table represented one path in a step-by-step design procedure that leads to the top level requirement. Read topto-bottom, the table represents one path in a checking procedure that may be followed to ascertain whether the top requirement is satisfied.

Examination of table A3.1 shows that some nodes from chapter 11 occur at levels 7 through

13 while others occur at levels 42 through 48. This means that cross-references to other

chapters have effectively made the global network for chapter 11 include nearly all the

Provisions . This is primarily because the special requirements for moment frames appear

in the global ingredience of the seismic force through R, the response modification factor.

Chapter 10, although it is quite small by itself, shows a similar splitting. The depth of

the complete network would be slightly reduced by the changes recommended earlier in the

discussion of the circular definition of R. The provisions shown at levels 40 through 48

would appear at a much smaller level, because they would no longer be in the ingredience of

the response modification factor, and there would be some reduction of total depth occurring

in the levels that those provisions would vacate.

The real reason for the large number of levels in the network is that chapters 3,4, 5 and 6 act in series, for all practical purposes. Note that chapter 3 is split around the

analysis chapters and also references the materials chapters. A portion of chapter 3 uses

the results of chapter 4, which in turn uses the results of chapter 5, etc. Another portion

of chapter 3 establishes parameters (e.g., R) for use in chapters 4, 5, and 6. The large

number of levels is not necessarily a defect in the Provisions ; it seems necessary to properly

specify all the aspects of building analysis and design. However, the wide splitting of

chapter 3 with some portions at levels 3 through 6, others at levels 14 through 20, and still

others at levels 37 through 41 does seem to indicate some problems in arrangement.

489
Table A3.1 Nodes Along a Path with Float =

Level Number Data Description

1305

1 1345

2 1365

3 3001

4 3610

5 3680

6 3670

7 11500

8 11556

9 11800

10 11818

11 11840

12 11846

13 11834

14 3702

15 3704

16 3705

17 3706

18 3711

19 3717

20 3560

21 4010

22 4665

23 4660

24 4640

25 4605

26 4610

27 5850

28 5630

29 6340

30 5635

31 5640

32 5610

33 5510

34 6300

35 5515

36 5520

37 3354

38 3345

39 3303

40 3315

41 3336

42 11700

43 11708

44 11716

45 11618

46 11620

47 11210

48 11230

49 1490

50 1425

51 1420

Application requirement

New building requirement

Structural analysis and design requirements

Structural design requirement

Structural design and detailing requirement

Category D design and detailing requirement

Category C design and detailing requirement

Category C and D concrete requirement

Category C and D concrete framing limitation

Cat C/D concrete shear wall, braced frame and diaphragm requirement

Category C and D concrete shear wall requirement

Cat C and D concrete shear wall and diaphragm opening requirement

Category C and D concrete boundary member requirement

Actual compressive stress where boundary member discontinued

Required strength

Combined load effect

Additive load combination

Earthquake force effect

Critical earthquake load effect

Orthogonal combination earthquake force effect

Analyzed earthquake force effect

Earthquake load effect from ELF /modal analysis

Increase in force effects from second order effects

Design story drift

Stability coefficient

First order design story drift

Deflection at story X

First order story deflection design value

Modal story deflection

Mode 1 deflections modified for soil structure interaction

Mode 1 story deflection without soil structure interaction

Elastic modal story deflection

Modal story force

Modal base shear

Mode 1 base shear modified by soil structure interaction

Mode 1 base shear without soil structure interaction

Modal seismic coefficient

Response modification factor

Single system response modification factor

General framing class

Moment frame requirement

Special moment frame requirement

Special concrete moinent frame requirement

Special concrete flexural member requirement

Special concrete flexural member reinforcement requirement

Ordinary concrete flexural moment resistance requirement

Positive moment strength at face of joint

Strength of concrete components and systems

Capacity reduction factor for concrete

Seismic performance category

Seismicity index

Map area from figure 1-2

490
APPENDIX A4

INDEX AND OUTLINES

This appendix is divided into six major parts as follows:

1) The classification system in table A4.1;

2) Comments on the classification system;

3) An index of all provisions, referenced by the classifiers ordered alphabetically;

4) Several outlines for various portions of the Provisions in tables A4.2 through A4.16;

5) Comments on the outlines; and

6) A list of the requirements potentially applicable to seismic performance category A

buildings with comments in table A4.19.

The classification system, the index, the outlines, and the list of requirements for

category A are products of a computer program that stores the relations between provisions

and classifiers and is able to sort and display the classifiers and provisions in various

ways. The provisions are always referenced by datum number and title, just as in the

previous appendixes. The classifiers are normally referenced only by title, however, in

some displays a number is also shown for the classifier. This number is merely a reference

number and bears no particular significance as far as the Provisions are concerned.

The list of classifiers and the outlines are displayed as indented outlines, a convenient way of showing their tree-like structure. Outlines generated from a single tree of classifiers are shown with the applicable provisions directly beneath each classifier.

Outlines generated by appending trees of classifiers onto other trees are displayed with

the classifiers in a column on the left and the appropriate provisions in a column on the

right. A dotted line connects a classifier with the first of the provisions that are applicable to it. Provision numbers in the outlines carry a

"-" sign if they are a determination and have no sign if they are a requirement (a determination is a derived datum

with a value other than "satisfied" or "violated"). Classifiers with an asterisk preceding

the title are not ordinarily used to classify provisions, only to name a group of classifiers.

Such classifiers are referred to as transparent classifiers.

The total number of provisions classified is 405; of these, 242 are requirements.

There are 178 classifiers in the system. They are grouped into five major categories and

are described in more detail on the pages immediately following. The total number of associations between provisions and classifiers is 2108, however, 645 of the associations

are for the purpose of indexing alone and are ignored in the generation of outlines.

One special note about the index: although it contains all the provisions, it does

not contain all the classifiers. Some classifiers, like "Abstract Physical Qualities,"

serve only to group other classifiers and are never used alone to class a provision,

thus they do not appear in the index. Furthermore, a few classifiers are used for such

a large number of provisions that their utility in an index is questionable, although

they are of great utility in outlining. Four such classifiers were deleted from the

index: Material Generic, Material Specific, Structural, and Seismic Resisting.

491
Table A4.1 Classification System

CLASSIFIESS ENTERED F6S INDEXING AND 6CTLINING.

NEGATIVE SIGN INDICATES THE CLASSIFIER IS NGT ASfedCIATED

WITH A FKeviSI6N IN AN 6UTLINING MdDE.

ASTERISK INDICATES Tfi£ CLASSIFIER IS TRANSPARENT.

1 BUILDING

2 PAST 6F BUILDING

-4 »SPECIFIC BUILDINGS

-5 «S£ISMIC PERFORMANCE

6 CATEGORY A

7 CATEGORY B

8 CATEGORY C

9 CATEGORY D

•10 «SEISMIC HAZARD EXPOSURE

11 GROUP III

-12 GROUPS I AND II (NOT USED)

•13 «EXI£TENCE OF BUILDING

14 PROPOSED (NEW)

15 EXISTING

•17 »MATERIAL NATURE OF BLDG PART

18 MATERIAL GENERIC

19 JIATERIAL SPECIFIC

•20 »SCALE OF BUILDING PART

21 SYSTEM

22 COMFONENT

23 MATERIAL

-26 »FUNCTI©N OF BUILDING PART

27 STRUCTURAL

28 SEISMIC RESISTING

29 NON-SEISMIC RESISTING

30 FOUNDATION

31 NON-STRUCTURAL

32 ARCHITECTURAL

33 MECHANICAL/ELECTRICAL

•39 *STaUCTURAL COMPONENTS

40 CONNECTION

• 41 MEMBER (NOT USED)

•42 «MATERIALS OF CONSTRUCTION

43 WOOD

44 STEEL

45 REINFORCED CONCRETE

46 MASONRY

492
•54

55

56

57

58

TYPE eP MEMBEK STRESS

AXIAL STSESS

fLEXOiiAL STRESS

SHEAS STRESS

T6SSI6N STRESS

-61

-62

63

64

65

66

67

66

69

*TYPE aF SEISMIC RESISTING C6MP

FRAME

M6MENT FRAME (UNBRACED)

ORDINARY MdMENT FRAME

SPECIAL MCMENT FRAME

BRACED FRAME

SHEAR PANEL

SHEAR WALL

DIAPHRAGM

•71 72

73

74

*FRAME ceMF€NENTS

BEAM

CeLUMN

jeiNT

•76

77

•78

•PART OF SHEAR PANEL

BOUNDARY MEMBER

WEB ( M6T USED)

•82

83

84

85

•86

«PART OF FOUNDATION

SOIL

FOUNDATION STRUCTURE

PILE

NON-PILE (NOT USED)

•90

91

92

KNON- STRUCTURAL COMPONENTS

EQUIPMENT

ANCHORAGE

-97

98

99

100

101

102

103

104

105

«W0OD DESIGN METHOD

CONVENTIONAL

ENGINEERED

«PART OF «0OD SHEAR PANEL

FRAMING (WOOD)

SHEATHING

PLYWOOD

DIAGONAL BOARD

OTHER SHEATHING MATERIAL

493
•112 ««EINF CflNCBETE CONSTITUENTS

113 C6NC££TE

114 UEINPeHCEMENT ( CGNCBETE ) 115 LATEBAL REINFeRCEMENT

116 LGNGITUDINAL aEINFQRCEMENT

•119 »CeNCSETE flLE CflNSTBUCTIdN

•120 CAST-IN-PLACE

121 CASED

122 UNCASED

123 FSECASI

124 PBESTSESSED

•125 NON-PfiESlSESSED ( NdT USED)

131 »MAS6NBy CeNSTITUENTS

132 MASeNRY UNIT, ilGSTAR, GH6UT

133 BEIKFeBCEMENT ( MASeNBY )

136 «MASeNBY CCNSTBUCTIdN

137 UNEE INFARCED

138 STACKED B6ND

139 aeLLGW UNIT MASONRY

143 BUILDING PfidCESSES

144 BEGULATIGN

145 DESIGN

146 SITE/SeiL INVESTIGATION

147 CONCEPTUAL DESIGN

148 ANALYSIS

149 SEISMIC LeJAD ANALYSIS

150 EQUIVALENT LATERAL FORCE

151 MODAL

152 SeiL-STRUCTUBE INTERACTION

153 MEMBER FORCE ANALYSIS

154 DETAILED DESIGN

155 CONSTRUCTION

156 QUALITY ASSURANCE

157 PLANNING ( QA

)

158 INSPECTION

159 TESTING

161 USE

162 ALTERATION

163 REPAIR

164 CHANGE OF USE

165 HAZARD ABATEMENT

166 QUALITATIVE EVALUATION

167 ANALYTICAL EVALUATION

494
171 BEQUIRED QDALIIIES

172 PHYSICAL QUALITIES

173 MEASUfiABLE PHYSICAL QUALITIES

174 EXISTENCE 6F OBJECTS

175 REFERENCE STANDARDS

176 DETAILS

177 QUANTITIES AND DIMENSIONS

178 CQNFIGUEATieN (ARRANGEMENT)

179 STRENGTH REQUIRED

180 STIFFNESS/FLEXIBILITY REQD

181 ABSTRACT PHYSICAL QUALITIES

182 INTEGRITY

183 INTERRELATieNSHIP

184 SeCIAL QUALITIES

185 EXISTENCE OF PROCESS

186 METHOD

187 TECHNIQUE

168 PRINCIPLES AND ASSUMPTIONS

189 DOCUMENTATION

•200 LIMIT STATES

201 COLLAPSE

202 GENERAL FAILURE

203 PROGRESSIVE FAILURE

204 OVERTURNING

205 HAZARDOUS £AMAGE

206 COLLISION

207 DRIFT, EXCESSIVE

208 ACCESS/EGRESS BLOCKED

209 COMPONENT FAILURE

210 COMPCNENT ANCHORAGE FAILURE

211 SECONDARY HAZARD

212 GROUND RUPTURE

213 DYSFUNCTION OF DSS

495
•235 DESIVEJ) VALUES

•236 EASIC PHYSICAL MEASUKES

•237 BEIGHT

•238 LENGTH

•239 WEIGHT

•240 TIME

•242 IiEGl]LAT6BY PASAMETEfiS

•243 SCOPE

•244 GSeOND MeiieN

•245 CLASSIFICATION 6P OBJECTS

•246 FUNCTIONAL MEASU£ES

•247 PEKFOHMANCE LEVEL

•248 OCCUPANCY POTENTIAL

•249 CAPACITY

•250 SOIL FSOPEKTIES

•251 STfiUCTUSAL fiESFONSE

•252 RESPONSE MODIFICATION

•253 DAMPING

•254 FEKIOD OF VIBSATION

•255 SEISMIC BASE SHEAfi

•256 SEISMIC STOfiY FORCE

•257 SEISMIC FOfiCE EFFECT

•258 SEISMIC DEFLECTION

•259 SEISMIC DSIFT

•260 COMBINED FOfiCE EFFECT

•261 SECOND OBDEK EFFECTS

•262 NON-STSCCTUKAL SEISMIC FOSCE

496
COMMENTS ON THE CLASSIFICATION SYSTEM

There are five basic categories of classifiers as described in section 2.5. Classifiers

number 1 through 139 are physical entity classifiers; they are used to classify the subject

of all requirements. Numbers 143 through 167 are building processes; they are used to classify the subject of some requirements and they are also used to classify some requirements

and all determinations for purposes of arrangement. Numbers 171 through 189 are required

qualities; they are used to classify the predicate of all requirements. Numbers 200

through 213 are limits states; they are used to classify the predicate of some requirements.

Numbers 235 through 262 are the types of derived measures. With the exception of the physical entity category, each of these basic categories is represented by a single tree of

classifiers. Except for purposes of indexing no provision is associated with more than one classifier from any single tree. The physical entity category consists of 22 separate trees,

which may be combined into a large single tree in a great number of ways. The transparent

classifiers in the physical entity trees, that is, those classifiers with an asterisk preceding their name, are used to indicate how the many small trees might be connected to form a large tree. The name of the transparent classifier is simply the name of a class

(i.e., a group of classifiers). Such a class is always used to further distinguish between

physical entities already classed by some other classifier. For example, classifier 119,

"Concrete Pile Construction," is the name of the tree which is used to distinguish among

various types of concrete piles and would only be used to classify physical entities that are already classified as a concrete pile.

Most of the classifiers are physical entity classifiers. The primary reason for this

is that the present organization is almost purely according to physical entity. The formulation of the decision tables of appendix A2 was influenced by the organization of the

Provisions . Most of the decision tables are specifically for one physical entity but involve

many required qualities. Examination of either the text for the Provisions or the decision

tables shows that there is no shortage of required qualities that can be used for classification. However, there are two factors which combine to prevent the use a very rich tree of

required qualities for classification of the Provisions . First, the arrangement of required

qualities in a coherent classification system appears to be more difficult than that for the

physical entities. This is probably because there are no "whole-to-part" or "thing-versusquality" groupings, which give a convenient structure to the physical entity classification.

Second, because the existing organization of the Provisions influenced the identification

of datums and construction of decision tables, many datums cannot be uniquely classified

by what could be terminal level classifiers for required qualities. There is no shortage

of classifiers for required quality. As an example consider datum 9739, which is "Conventional Wall Sheathing Requirement." The physical classifiers for this datum would be as follows: building part, component, structural, seismic resisting, wood, conventional,

shear panel, wall, and sheathing. They serve to identify a unique physical entity. There

are a great number of required qualities in the decision table including the following:

the extent of walls with seismic bracing, location of seismic bracing on the wall, the

spacing of seismic bracing sections along a wall, the width of seismic bracing in each

section, the location of horizontal and vertical joints in the sheathing, thickness of the

framing members, the portion of the wall length which has seismic bracing, and many additional qualities for the application of the sheathing to the wall. Since this is a single

datum it must be classified by a single required quality and thus the classifier for

required quality must be general enough to cover all of the mentioned qualities. "Design

Details" or a similar classifier is the level of generality that must be resorted to.

The category of limits states is closely related to the performance concept behind

building design. The only performance attribute that is clearly identified in the

Provisions is that of safety. Two kinds of safety are distinguished (although not in

precisely these terms): safety of the occupants of a building and safety of the community

served by particularly important buildings. Limit states 201 through 211 are specifically

for the safety of the occupants of a building. They can be further divided into those

pertaining to the whole building, limit states 201 through 204, and those pertaining to part of the building, limit states 205 through 211. The limit states that apply only

to safety of a community served by a building are numbers 212 and 213. A building that

497
is required to provide safety for a community would also be expected to satisfy the requirements for limit states 201 through 211, and in some instances with a higher degree of reliability. Only a small portion of the total number of requirements is classified by limit

states. There are at least two reasons for this. First, several of the requirements

in the Provisions are very difficult to relate to performance concepts (that is, they are prescriptive provisions) and it would be presumptious to link, such provisions to any

particular limit state. Second, it is questionable that the concept of limit states is

really applicable to requirements that are imposed on building processes other than design,

for example, quality assurance.

The classification contains some classes that merit specific comment. Several of the

classes do not appear to follow the logical principles of mutual exclusion and collective

exhaustion. For example, the class for "Seismic Hazard Exposure" (10) contains only one active classifier—"Group III." Groups I and II are not used as classifiers because no provision applies to them that does not also apply to Group III. Thus, the logical principles of classification are intact for such a class in the context of this set of provisions, because reference is always made to the whole set or the active subset, never the

inactive subset. Other classes with only one active classifier include "Type of Structural

Component" (39) , "Part of Shear Panel" (76), "Type of Foundation Structure" (84), and "Type

of Precast Concrete" (123). Each of these is also complete in the context this set of

provisions because it is never necessary to class a provision as the inactive classifier

("Member", "Shear Panel Web," or other equivalent classifiers) in order to exclude the

active classifier. The classifier "Part of Building" is discussed in a following paragraph.

A considerable amount of similar condensation from a purely logical structure has

occurred in other classes, for example, the constituents and types of masonry construction.

As a matter of fact, the classifiers for types of masonry construction ("Unreinforced",

Stacked Bond," Hollow Unit Masonry") are not mutually exclusive. This drawback was accepted

in this study because ''.he infrequent use of those classifiers did not justify the amount of

hierarchical structure required to maintain the logical principles. Other classes such as the class for type of member stress, numbers 55 through 58, exhibit a potential ambiguity

in that any given member could be subjected to more than one of the types of stress listed.

The Provisions never refer to a member under combined stress situations, therefore, in

the context of these provisions once again, the logical principles are intact.

Some classes exhibit an unusual structure or relation between the classifiers at a given level. For example, the classifiers of the class called "Scale of Building Part"

("System," "Component" and "Material") are related to each other in that a component may be

made of a material, a system may contain several components which are in turn made of materials, etc. The use of this class follows the policy that a provision is classified according

to the scale of the building part for which required qualities are specified. Thus, components or materials may be specified as required qualities of a system, however, components

would not be specified as required qualities of a component. A provision that specified

a component as a required quality would be classified as system. This may be contrasted

with the use of "Building Part" as a subdivision of "Building". Those two classifiers could

be used on the same level, as subdivisions of "Physical Entity," in a similar fashion to "System," "Component," and "Material," but it happened to be of some use in outlining to demonstrate the two on different levels.

Each of these deviations from the logical principles of classification have been made

to reduce the cumbersome nature of the classification system and make it more streamlined

and useful.

498
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573
COMMENTS ON THE OUTLINES

Requirements Arranged by Required Quality (Table A4.2)

The most significant feature of the outline arranged purely according to the required

qualities is that it bears no resemblance at all to the existing arrangement of the

Provisions . In nearly every heading there are found provisions which range from chapter 1 or 3 to chapter 12 or 13. One significant point is to note the large number of provisions

classified by the most general of all the classifiers, required qualities. This is just

another manifestation of the fact that this analysis has been influenced by the present

arrangement of the Provisions in that these datums contain several required qualities for

a single physical entity. This presents a drawback in the use of an outline such as this

in that the heading is somewhat misleading. Many of those datums classified by the very

general classifier do contain quite explicit required qualities. In this study the requirements classified by physical qualities are requirements in which the subject is a physical

entity. Those requirements classified by social qualities are requirements in which the

subject is a building process.

Requirements Arranged by Building Processes (Table A4.3)

It is important to note that the building processes are not exhaustive for the requirements, therefore this outline does not include a large number of requirements. The original

intent in the study was to make building processes exhaustive for requirements, because it was felt that even those requirements that deal specifically, or only, with a physical entity

can be classified by the building process in which the requirement would normally be satisfied. It was further thought that this classification would then serve to be a useful

means of ordering provisions that would give an alternative from a purely physical order.

However, such a large number of provisions would be classed by the heading detail design,

which did not appear to be divisible coherently, that the objective was not attainable.

Therefore, in many of the chapters filled with detailed requirements (for example, those for

the materials of construction), no attempt was made to complete the classification of requirements according to processes unless the building process was other than detail design.

The fact that four provisions from chapter 12 are classed by the very general heading,

building processes, merits comment. Note that other than chapter 1, no provisions are so general as to cover more than one of the basic building processes of regulation, design,

construction, quality assurance, and use. It is perfectly expectable that chapter 1 should

contain some very general provisions that serve as a guideline for application of all the

other provisions. The reason that the four provisions from chapter 12 are classified as building processes is that they deal with both the process of design and construction. Note

that this is not true for any other chapter. It appears that the small number of provisions

in chapter 12 that do deal with construction could easily be overlooked in the present organization and that it might be better to place all provisions specifically applying to con- struction in a separate chapter.

A large number of provisions classified as detail design do show up because some chapters, notably chapters 3 and 8, were classified so that building process is exhaustive

for all requirements.

Requirements Arranged by Limit States (Table A4.4)

Note that this outline is very brief; very few provisions are classified by limit

states. As discussed previously, it is difficult to connect many of the provisions with

performance attributes, and since limit states directly relate to performance attributes

the outline is quite short and incomplete. One comment is in order about the large number

of provisions classified by the limit state general failure. In many design standards

that do give consideration to limit states, it is common practice to subdivide the category

general failure by categories like fracture. Instability, crushing and mechanism formation.

The reason that such a subdivision is not used here is that it does not serve to separate

574
this clump of provisions and such separations tend to quickly become very material dependent.

Apparently, the reason so many provisions are associated with this particular limit state,

is that different levels of performance with respect to general failure are prescribed

for buildings or parts of buildings that present different hazards.

Determinations Arranged by Building Processes (Table A4.5)

This category is exhaustive for all determinations. Notice that a great majority of the

determinations are classified as seismic load analysis or as one of the methods of seismic

load analysis. It is instructive to know that some provisions from chapter 4, which is

titled "Equivalent Lateral Force Method of Analysis," are located under the heading seismic

load analysis. This means that those provisions apply to modal or soil-structure interaction

analysis in addition to equivalent lateral force analysis. There are also provisions from

chapter 4 which are classified under member force analysis; such provisions apply to all

methods of seismic load analysis. The conclusion one may draw from these observations is

that chapter 4 contains some material which might better be located in a chapter common

to all methods of analysis. The organization of the Provisions might confuse individuals

who are using a method of analysis other than the equivalent lateral force method.

Determinations Arranged According to Type of Derived Measure (Table A4.6)

This particular outline seems to follow present organization of the analytical chapters

of the Provisions rather well. There is nothing unusual about it except that it could be

used as an index for derived values.

Requirements Arranged According to Physical Entitles (Table A4.7)

Note that this outline is produced by appending the many trees for physical entities

into one large tree. There are a very large number of possible ways to join the physical

entity trees together. This one was selected for display because it has the property

of having very little redundancy in the provisions. It does not correspond precisely

to the existing arrangement of the Provsions but it does preserve the distinction between

the materials oriented chapters and the chapters that apply to parts of buildings without

regard to the material of construction. Chapters 7, 8 and 13 are treated differently in

this outline than they are in the organization of the Provisions . Note that two requirements

from chapter 12 are located with those from chapter 8. Chapter 12 is the only one of the

four chapters dealing with materials that includes provisions for non-structural items,

a fact that can be easily overlooked.

It is possible to develop an outline according to physical entities alone in which the

correspondence with the present organization of the Provisions is much closer. For example,

see table A4.17 in which the classifier "foundation" has been put on the same level as the

classifier "structural". One deviation of the outline in table A4.17 from the existing organization is that the material specific provisions for foundation piles would not be located

at the heading "Foundation" although they are contained in chapter 7 of the Provisions . Note that this example does show that the top level of the existing organization can be

duplicated entirely from physical considerations, and that no consideration of administrative

or regulatory activities as being distinct from design, construction, or use activities is

necessary to isolate chapter 1 from the other chapters.

575
Table A4.17 - Existing Top Level Outline

Modified Physical Entity Tree Existing Chapter

Building 1 New

Part of Building

Material Generic

Structural 3, 4, 5, 6 Foundation 7 Non-Structural 8 Material Specific

. Wood 9 Steel 10

Concrete 11 Masonry 12

Existing 13

Outlines of the Provisions of Chapter 1 — Administration (Tables A4.8 - A4.10)

Three detailed outlines for the provisions of chapter 1 including both requirements

and determinations are presented. The outlines are constructed by appending physical entity

trees along with the building process tree and the required qualities tree. The limits states

tree was generally ignored in constructing these outlines. The three outlines are relatively

similar and all incorporate the provisions for quality assurance as described in the example

presented in chapter 2. Note that the third of the three outlines is produced using a modified tree of building process classifiers in which two new classifiers, "Development and

Use" and "Development," have been inserted to group the building processes in a different

^ashion.

The outlines produced by appending trees of classifiers tend to require a large number

of levels of indentation. It is possible to convert these outlines, which one might call

organizational networks of classifiers, into a more conventional outline in a relatively

straightforward fashion. Table A4.18 presents just such a conversion for the third of the

three chapter 1 outlines.

Outlines of the Requirements of Chapters 3, 4, 5 and 6 —Structural Design Requirements

(Tables A4.11 and A4.12)

Both these outlines were produced by merging the physical entity, building process,

and required quality trees. The limit states tree was ignored in the production of both

outlines. The primary difference between the two outlines is that the physical classifiers

of function and scale are used as primary top level organizers in table A4.11, whereas in

table A4.12 the stages of design are used as the primary top level organizers. Neither of

these outlines corresponds very well with the existing arrangement of chapter 3, but it

would be difficult to do so with the classification system used in this study. Of the two outlines, the one organized primarily by design stage (A4.12) seems to be somewhat more even than the other. The reason for this is that the distribution of provisions according

to function is unbalanced with few provisions classed as non-seismic resisting. The division

between seismic resisting and non-seismic resisting is not very appropriate for arrangement,

although it is useful for other purposes. A division between those provisions that apply

only to the seismic resisting elements and those provisions that apply to all structural

elements would be more reasonable.

576
Outlines of Chapter 7 — Foundation Design Requirements (Tables A4.13 and A4.14)

The two outlines for the foundation requirements were produced much as the outlines for

chapter 3 by ignoring the tree for limit states classifiers. Among the two choices, one is

produced by using the seismic performance category as a top level organizer whereas the

other is produced by using a more functional description of the physical components as the

dominant organizer. Table A4.13, which is outlined according to seismic performance categories, Is very similar to the existing outline whereas table A4.14 is quite different.

The fact that four provisions are not outlined according to table A4.14 Is of little consequence because each of those four provisions are simply a collection of several basic requirements, none of them Introduce any new basic requirements themselves.

Outline of Chapter 9 — Wood (Tables A4.14 and A4.16)

Two outlines are presented for the requirements of chapter 9; they were produced by

much the same techniques as used for the two outlines for chapter 7. Also similar to chapter 7, the outline with the seismic performance category as the dominant organizer

(table A4.15) Is very similar to the existing arrangement of the Provisions . Note that in

the four chapters relating to the materials of construction each of the sections for a seismic

performance category is divided into subsections titled respectively framing systems, details,

and materials. In fact these three subsections can be shown to correspond quite well with the

three classifiers belonging to the class scale of building parts ("System," "Component," and

"Material" ).

577
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579
CATEGORY A REQUIREMENTS

Table A4.19, on the following pages, contains a list of the requirements which may apply

to Category A buildings. There is some ambiguity as to just what requirements a building

belonging to seismic performance category A would be required to fulfill. With the exception

of one- or two-family dwellings, all buildings must be classified according to the seismic

performance category. There would be no ambiguity if no requirements were specifically identified as category A requirements because it is clearly explained that buildings belonging

to a higher seismic performance category must satisfy all requirements for the lower seismic

performance categories, and there would be four sets of requirements (unmarked, B, C, and D)

that would correspond to the four categories (A, B, C, D). However, with some requirements

classed as category A, the reader is confronted with five categories of requirements. The

question arises as to what is the proper application of those requirements that are not identified by any seismic performance category. The list of requirements on the following

pages was produced by isolating all requirements which were not classified by seismic performance categories B, C, or D or by a small number of other classifiers which seem to preclude the application to seismic performance category A. Thus, what remains is a set of

requirements some of which are classified according to seismic performance category A

but most of which are not.

Those classifiers used to exclude requirements from the list are shown at the top of the

table. The classifiers for the three methods of seismic load analysis were used because the

seismic load analysis requirement (datum 3510) makes it clear that no explicit seismic load

analysis need be performed for category A buildings. Therefore any requirement pertaining to

a method of seismic load analysis would not be required for a category A building. Similar

reasons apply for the use of the classifiers for hazard abatement, quality assurance, and

moment frames.

The 86 requirements in the list can be classified into 8 categories, which are explained

below. Each requirement on the following pages is noted as to which category is appropriate.

a) Requirements apparently applicable to category A buildings with no ambiguity.

b) Requirements apparently not applicable to category A buildings because of other

statements in the Provisions .

c) Requirements apparently not applicable to category A buildings because the requirement seems to depend upon an analysis of the seismic forces.

d) Requirements involving the strength or resistance of a component to a seismic load

effect. It is not clear as to how the resistance to seismic load effects is

determined for category A buildings, because it is not clear that the modifications to the normal calculation processes for resistance that are specified in

chapters 9 through 12 are applicable.

e) Requirements for a seismic resisting system that are apparently applicable to category A buildings.

f) Requirements for architectural, mechanical, and electrical systems and components,

which are based on a different combination of seismic hazard exposure group and

seismicity index than the seismic performance categories and, therefore, are apparently applicable to category A buildings.

g) Requirements for conventional wood framing systems which apparently only

apply to one- or two-family residential buildings and, therefore, would

not apply to category A buildings.

h) Requirements for engineered wood buildings that are apparently not applicable

category A buildings because they seem to imply the existence of a seismic

force analysis.

580
Table A4.19 Requirements for SPC A

PReVISleNS NOT ASSOCIATED ttllB A SPECIflED SET 01 CLASSIFIERS

SPECIFIED CLASSIFIERS

7 CATECeSTf B

8 CAIEGGRY C

9 CATECeRY D

64 eRCINARY MeilENT FRAME

65 SPECIAL MCMENT FRAME

150 EQUIVALENT LATERAL FCRCE

151 MeiAL

152 SeiL-STRUCXtRE INTESACTIGN

156 QUALITY ASSURANCE

165 BAZARS ABATEMENT

Comment

PRdVISIGNS Category

1305 APPLICATICN REQUIREMENT a 1315 LOAD CflMBIKATieN REQUIREMENT c 1345 NEW BUILDING REQUIREMENT a 1365 STRUCTURAL ANALYSIS AND DESIGN REQUIREMENTS a 1370 MATERIAL DESIGN AND ceNSTRUCTION REQUIREMENTS a 1380 ALTERATION AND REPAIR REQUIREMENT a 1390 CBANGE GF USE REQUIREMENT a 1469 GReUP III FUNCTISNAL REQUIREMENT a 1472 GROUP III ACCESS SEQUIREMENT a 1510 ALTERNATE ACCEPTABLE a 3001 STRUCTURAL DESIGN REQUIREMENT c,d,e

3105 STRUCTURAL ANALYSIS REQUIREMENT a 3120 STRENGTH REQUIREMENT c,d

3140 DEFGRMATieN REQUIREMENT C 3145 LOAD PATH REQUIREMENT a 3160 FeUNDATICN DESIGN CRITERIA REQUIREMENT c 3315 MOMENT FRAME REQUIREMENT c 3318 DUAL SYSTEM FEQUIREMENT c 3363 COMBINED FRAMING REQUIREMENT e 3369 GENERAL FRAMING REQUIREMENT e 3510 SEISMIC LOAD ANALYSIS REQUIREMENT a 3610 STRUCTURAL DESIGN AND DETAILING REQUIREMENT a 3620 CATEGORY A DESIGN AND DETAILING REQUIREMENT a 3700 COMPONENT DESIGN REQUIREMENT b

3701 CRITICAL EARTHQUAKE FORCE DIRECTION REQUIREMENT b

3719 DISCONTINUITY REQtlREMENT b

3725 REDUNDANCY REQUIREMENT b

3737 INTERCONNECTION REQUIREMENT a 3741 CONCRETE AND MASONRY WALL ANCHORAGE REQUIREMENT a 3747 NONSTRUCTURAL ANCHORAGE REQUIREMENT a 3752 COLLECTOE REQUIREMENT b

3755 DIAPHRAGM REQUIREMENT b

3770 BEARING WALL REQUIREMENT b

3810 SEPARATION 5EQUIHEMENT C 3850 DRIFT LIMIT c 4560 OVERTURNING MOMENT REQUIREMENT c 7001 FOUNDATION DESIGN REQUIREMENTS a 7210 FOUNDATION COMPONENT STRENGTH REQUIREMENT c 7230 FOUNDATieN SOIL CAPACITY REQUIREMENT c 8001 ARCHITECTURAL/MECBANICAL/ELECTRICAL DESIGN REQUIREMENT f 8110 A/M/E COMPONENT STRENGTH REQUIREMENT f 8135 A/M/E INTERRELATIONSHIP REQUIREMENT f 8165 A/M/E ATTACHMENT REQUIREMENT £

581
82C0 ASCUnECIVHAL DESIGN EEQUISEMENT £ 8240 EXTEfildfi WAIL PANEL AITACBMENT SEQUIREMENT f 8250 AHCfllTECTOKAL CeMFCNENT DEFeRMATIdN fiEQUIEEMENT f 8270 ARCH CeMPCNENT CUT OF PLANE BENDING REQUIREMENT f 8300 M£CBANICAL/£L£C1:RICAL £ESIGN REQUIREMENT £ 8345 MECH/ELEC AllACBMENT DESIGN REQUIREMENT £ 8372 M/E UTILITY SERVICE INTERFACE REQUIREMENT f 9001 W66D MATERIALS REQUIREMENT a 9002 wees design categciey requirement a 9200 vneeo strength calculation PRecEDURE requirement d

9300 CATEGeRY A VeeD REQUIREMENT a 9701 ceNVENTICINAI LIGHT TIMBER REQUIREMENT g 9706 ceNVENTieNAl WALL FRAMING REQUIREMENT g 9739 ceNVENTISNAI WALL SBEATBING REQUIREMENT g 9763 WALL SHEATHING APPLICATieN REQUIREMENT g 9801 ENGINEERED IIMBER CeNSTRUCTION REQUIREMENT h

9802 ENGINEERED WeeD FRAMING £EQUIREMENT h

9808 ENGINEERED W66D SEEAR PANEL EEQUIREMENT h

9809 ENGINEERED W6dD SHEAR PANEL FRAMING REQUIREMENT h

9819 weOD DIAPHRAGM TCRSICN EEQUIREMENT h

9827 DIAGONALLY SEEATHEB SHEAR PANEL EEQUIREMENT h

9828 CeNVENTieNAL DIAGONAL SBEATBING EEQUIREMENT h

9841 SPECIAL DIAGONAL SHEATHING REQUIREMENT h

9846 CHORD STEENGTH REQUIREMENT (SPECIAL DIAGONAL) h

9854 PLYWOOD SHEAR PANEL REQUIREMENT h

9856 PLYWOOD SHEVIR PANEL FRAMING REQUIREMENT h

9861 PLYWOOD SHEAR PANEL NAILING REQUIREMENT h

9878 OTHER MATERIAL SHEAR PANEL REQUIREMENT h

9898 ENGINEERED WOOD WALL CCNNECTION REQUIREMENT h

10001 STEEL MATERIALS REQUIREMENT a 10002 STEEL DESIGN CATEGOEY REQUIREMENT a 10200 STEEL STEENGTH CALCULATION PRODECURE REQUIREMENT d 10240 MODIFICATION TO STEEL REFERENCE DOCUMENTS EEQUIREMENT d

11001 CONCRETE MATERIALS fiEQUIEEMENT a 11002 CONCRETE DESIGN CATEGORY EEQUIREMENT a 11200 CONCRETE STEENGTH CALCULATION PROCEDURE REQUIREMENT d 11300 CATEGORY A CONCBETE EEQUIREMENT a 11310 CATEGORY A CONCRETE FRAMING EEQUIREMENT a 11340 CATEGORY A CONCRETE AKCBOE BOLT REQUIREMENT a 12001 MASONRY MATERIALS EEQUIEEMENT a 12002 MASONRY DESIGN CATEGORY EEQUIREMENT a 12200 MASONRY STEENGTH CALCULATION PROCEDURE REQUIREMENT d 12250 UNREINFORCED MASONRY DESIGN PROCEDURE EEQUIREMENT d 12253 GENERAL UNREINFORCED MASONRY DESIGN PROCEDURE EEQUIREMENT d 12256 ALTERNATE UNREINFORCED MASONRY DESIGN PROCEDURE REQUIREMENT d

582
APPENDIX B

USE OF THE TECHNOLOGY FOR ANALYSIS AND REPRESENTATION IN THE DEVELOPMENT OF STANDARDS

583
APPENDIX Bl

REVIEW OF PROJECT ACTIVITIES

Bl.l Introduction

The purpose of this appendix is to record the manner in which the project was carried

out and the participants ' perceptions of the successes and failures of the project so that

it might serve as a guide for similar projects in the future. As stated in chapter 1, this project began in 1976, following the beginning of the ATC-3 project by nearly one- and-one-half years, with a three fold objective:

1) to assist ATC in the preparation of their provisions by studying successive

drafts of their work with the aim of resolving possible discrepancies, investigating alternative organizations, and ensuring that the provisions would be

easily adoptable, easily updated, and consistent;

2) to document the final Provisions by publishing a formal representation of the

provisions; and

3) to provide alternative organizations of the Provisions which would be of use to special categories of users.

It is important to realize that this project was not initiated by the staff of ATC

nor by the participants in the ATC-3 project. It was initiated at the National Bureau

of Standards and at Carnegie-Mellon University by R. N. Wright, who was associated with

the initiation of the ATC-3 project, and S. J. Fenves, who was a member of the Format

Committee of ATC-3. Thus, at least at the beginning, this project was undoubtedly something of an unknown quantity to the principals of the ATC-3 project, and the priorities

of this project may have been perceived as different than those of the ATC-3 project. The

interactions between the two projects were developed as the work proceeded, rather than

being consciously planned and agreed upon at the beginning. These factors unquestionably

had an effect on the interrelationship between the two projects, and thereby on their

combined success. It is difficult, if not impossible, to determine precisely just how

these factors worked, because many things changed over the course of this project with

respect to strategies and methods of conducting the work and interacting with the ATC-3

participants.

This project was not the first in which a team of analysts developed a formal representation (decision tables and a network) analysis or design provisions and interacted

with a committee of authors of the provisions. There have been at least five similar

projects in the past:

1) In 1968-1969 Fenves, Gaylord, and Goel first used decision tables for analyzing

the Specification for the Design, Fabrication and Erection of Structural Steel

[14] (the "AISC Specification"). Although the project was intended to produce

a post-facto formal representation of the then-completed new AISC specification,

some interaction between the analysts and the specification committee took place,

resulting in modifications and clarifications of the text of the AISC Specification.

The interaction was facilitated by the fact that one member of the team (Gaylord) was a member of the Specification Committee. The principal communication was the

final report of the project [15].

2) In 1970-1972 Wright, Fenves, and Nyman continued the work on the AISC Specification with a "Restructuring Study". The intent was to synthesize a more ideal

organization and arrangement of the existing provisions. They made use of (and

modified) the results of the previous analytical study and also interacted with

the Specification Committee, making interim reports and presentations. Their

final report [16] contained recommendations for new approaches to the organization

of the AISC Specification, but recommended against a reorganization for its own

sake. The concept of reorganization has recently been put on the agenda of the

Specification Committee for further consideration.

584
3) In 1969-1974 Noland, Feng and others analyzed the Recommended Building Code

Requirements for Reinforced Concrete [17] (American Concrete Institute Standard

318, commonly referred to as "ACI 318"). The analysts interacted with a committee

of ACI, but it was a committee on the use of computers, not the committee responsible for ACI 318. The results of the analysis are documented in reference [18].

The present status of the effort is not known.

4) In 1972-1976 Nyman, Mozer, and Fenves applied the decision table, network, and

organizational methods of analysis to the "Load and Resistance Factor Design

Criteria" [19] (the "LRFD Criteria") being developed by the American Iron and

Steel Institute (AISI) and AISC. Their project was much like this project, in

that an initial objective was to assist the team of researchers drafting the LRFD Criteria in the development and organization of new design criteria, and

a final objective was to provide a formal representation of the LRFD Criteria.

Interim results and recommendations were communicated directly to the principal

investigator charged with developing the new provisions. The final report presents a formal representation of the provisions in a fashion similar to this

report. That report [20] is currently being used by the AISC specification

advisory committee in the review and revision of the draft LRFD Criteria.

5) In 1976-1977 Cunningham, Melin, and Tavis analyzed the provisions of the

American National Standard A58. 1-1972, Building Code Requirements for Minimum

Design Loads in Buildings and Other Structures [21] . During the course of their

work they had no interaction with the A58 committee. However, that committee

is now examining their final report [22] as part of the task of updating the

standard. No feedback has yet occurred. The fact that their analysis was done

completely without interaction with the A58 Committee necessitated some innovative analytical procedures to deal with problems of interpretation of the provisions.

These predecessor case studies had obvious effects on this project. It was decided

early that the best use of the analytical techniques would be in assisting the ATC-3

effort in producing clear and complete provisions rather than just passively documenting

the final provisions. Thus the project participants attempted to provide quick response

to each intermediate draft of the provisions, foregoing detailed analyses when time did

not permit. In addition, it was decided to interact personally with the authors as much

as feasible. Note that there is a contrast with the LRFD criteria project described

above, in which direct contact with the single principal research investigator was possible.

In contrast, consistent with the magnitude of effort involved, the ATC-3 project consisted

of some 80 people from all regions of the country grouped in various committees, with

complex lines of interaction among them. Thus, a recommendation from this project was

just one of many communications received and distributed by the ATC staff for evaluation

and action on the part of the ATC committees.

There were other recent projects in the area of systematic analysis of design provisions

that have had an effect on this project, but they were primarily conceptual in nature (Fenves,

Rankin, and Tejuja on the structure and classification of individual provisions [11] , and

Harris and Wright on the organization of design standards [12]). This appendix concentrates

on the actions taken and results observed during the project rather than on the concepts

behind the techniques used. The activities are discussed chronologically in the following

sections.

B1.2 Analysis of Working Draft of the Provisions

The "Working Draft" of the Provisions (ATC-3-04) was issued on January 31, 1976, several

months prior to the initiation of this project. Although ATC had received numerous comments

from outside reviewers and was well along in the production of a new draft, it was decided

to issue a report ("Working Report Number 1" [4]) based on the analysis of the working draft

in order to begin the interaction. Four issues were raised for the attention of ATC:

585
1) The organization was critiqued as lacking a clear path for the user to follow.

The analytical tool used to demonstrate the problem was a classification of the

key provisions, and a method to generate outlines of provisions based on classification was illustrated. A recommendation was made that ATC should consider

this technique for organizing their next draft.

2) The form of regulatory criteria was critiqued. An analysis of the time sequence

of decision and action in the regulatory control of design and construction was used to demonstrate that certain key elements were missing in several provisions. A standard model of regulatory criteria was proposed.

3) A particularly important provision—the table for the response modification

factor, the ductility factor, and the structural damping, which evolved into

the present table 3-B—was analyzed in detail through a complete datum identification and decision table analysis. The provision was quite complex and was

not complete; recommendations were made that ATC should consider remedies for

both problems.

4) The procedures of seismic load analysis which evolved into the present chapters 4 and 5 (the ELF method and the Modal method) were analyzed with an information

network. The analysis highlighted the fact that many of the steps performed in

the ELF analysis are also called for in the Modal analysis.

The ATC-3 participants made little response to the report. Essentially no questions were asked, and the inference drawn by the project team was that the recommendations weren't

considered heavily, probably because the report was not read by many individuals. Therefore

a decision was made to try a modified approach by making two changes:

1) The written reports were not to present background descriptions of the analytical

techniques used. It is quite difficult to do so briefly, and the intended readers

for this project's reports really did not have time to study such material. This

also was to have the desirable effect of making the reports much briefer.

2) The written reports were to make specific recommendations for change that the

ATC-3 participants could debate and then accept or reject based on their perceptions of the recommendation. Some of the recommendations in the first report were for the use of a method, which is a somewhat abstract concept. In addition

some of the recommendations in the first report were not clearly stated. In particular, it should be noted that later analysis of the network for the load

analysis methods changed the perspective of the project team. Had the project

team made that realization earlier, it is possible that the cross-references

between chapters 4 and 5 of the Provisions would have been modified so that the

comments made in appendix A3 of this report about those cross-references might

have been averted.

It became apparent later that some of the recommendations did have an impact. In

part, this is because the recommendations on the organization were also submitted through

Task Group 4 (TG-4) of ATC-3, the group concerned with format and liaison, by the member

of the project team who was also on TG-4 (Fenves). In addition, several specific recommendations were made in a letter that followed the report by about two weeks. The inference

drawn is that the ATC-3 participants preferred that the project work through TG-4. It

is presently the opinion of the project team, given the benefit of hindsight, that a separate "format" committee may be too remote for most of the issues dealing with the substance of the provisions, and that for an optimal balance of effort and benefit, direct

interaction should be established between the analysts and the groups that initially

develop the provisions.

586
B1.3 Proposals for Organization of the Final Review Draft

Because of the comments made on ATC-3-04 by the ATC-3 participants, many outside

reviewers, and this project, ATC decided to issue a second draft for external review, rather

than proceeding directly to the final report as had previously been planned. The project

team took this opportunity to issue a report ("Working Report Number 2" [5]) focused on a single issue: the organization of the new draft. The primary resources were an internal

draft of the provisions prepared in the late summer of 1976 plus several proposed outlines

prepared by various participants in ATC-3.

The recommendations on organization were of four basic types: more descriptive headings

for some sections, new headings in some areas, reordering of some sections, and provision for

explicit cross-referencing. The basic analytical tool was a classification of key provisions,

but in this report the rationale supporting the recommendations was couched in practical terms

(e.g., relating the order of provisions governing design to the normal stages of design work).

This report enjoyed more success than the earlier one. Several of the recommendations were considered and eventually followed, but more importantly, a stage of direct two-way

discussion was achieved between the project team and several key participants in ATC-3.

As a result of various meetings and telephone conversations, several other issues were

raised and communicated to ATC in three letters:

1) The outline recommended in "Working Report Number 2" was refined.

2) Comments concerning wording and arrangement were handwritten on intermediate

drafts of the chapters dealing with steel and wood. (None of the "materials"

chapters had been analyzed prior to this time.

)

3) Comments were made on the scope and arrangement of the chapter dealing with

foundations, and two revised outlines were recommended for consideration.

Although the report and each of the letters did receive due consideration from ATC and

the project team felt that the new approach was working well, there remained a perception

that the interaction could have been more effective.

As an example, the offers made by the project team to travel to ATC headquarters to assist in the final editing of the new draft were not responded to. It now appears that

this may have been due, at least in part, to the fact that this project was initiated long

after the ATC-3 project, and to the fact that the project was initiated outside ATC.

Given two years hindsight, there are at least two aspects of the conduct of this

stage of the project that were less than optimal. First, the rationale presented for

ATC's consideration of several of the recommendations was not as strong and clear as would

have been desirable, particularly with regard to the arrangement of provisions. However,

it must be noted that the analytical and synthetic techniques that were being used were essentially on the edge of the state-of-the-art; a better understanding of their use and usefulness exists today as a result of this project. Second, the decision to forego

detailed decision table and information network analysis, which was absolutely necessary

in light of the time schedules, resources available, and priorities at that time, had

somewhat regrettable consequences later in the project. It became easier and easier to postpone the detailed analyses for various reasons, with the result that some portions

were not analyzed with decision tables until after the final Provisions were published.

B1.4 Analysis of the Final Review Draft

The "Final Review Draft" of the Provisions (ATC-3-05) was issued on January 7, 1977.

The project team had been advised that the resolution of comments made in response to this draft would be the last opportunity for substantive change. Given the proposed

schedule for receiving and resolving the comments, a decision was made to once again

forego the decision table and information network analyses so that the review and recom- mendations could address all of the provisions. The comments were issued in the form

587
of "Working Report Number 3" [6] and were based on relatively soft analyses. The report was organized according to the format requested by the ATC-3 staff; general comments on the overall organization of the Provisions and major items affecting more than one chapter

were grouped together, and then detailed comments were grouped by chapter. For over half

of the chapters, complete revised drafts were offered, with the suggested changes highlighted.

Three principal issues were identified that pertained to more than one chapter:

1) The organization still lacked a clear-cut path for the user to follow in some instances. The comments on this subject were not as extensive as those made

in the earlier reports; the recommendations generally consisted of resolution

of a few loose ends.

2) Several important cross-references were misplaced or missing. Both this and

the previous issue were analyzed by classifying the provisions. This particular issue would also have been raised by an information network analysis.

The recommendations for change were simple.

3) The provisions required the user to repeat similar decisions several times.

Different combinations of the seismic hazard exposure group and the seismlcity

index were used to determine the applicability of provisions at seven locations,

giving rise to numerous groupings of buildings and provisions, and to potential

problems for the users. It was recommended that the redundant decision points

be consolidated. Although this issue was discovered through a careful reading, an analysis of the information network would also have detected the problem.

A large number of recommendations were included in the detailed comments on the

individual chapters, including the arrangement of the chapter, provision of crossreferences, rewording specific provisions, and in some cases, suggested new provisions.

Little systematic analysis was done in support of the recommendations, because of time

pressures.

Once again, the report enjoyed more success than earlier reports. Key individuals

did consider the recommendations, and further discussions were held between members of

the project team and ATC-3 participants. In some instances, the recommendations were repetitions of earlier recommendations. In other instances entirely new issues had been

identified. The total impact of this report on the Provisions seemed quite large to the project team. Hindsight indicates that the mode of operation was becoming close to crossing the fuzzy line between analyst and author.

Another observation made possible by hindsight is that closer interaction between

the analysts and the ATC-3 participants might have helped achieve earlier definition

of the nature and scope of the administrative and regulatory provisions. What became

chapter 1 in the Provisions was in a state of flux to the end. Early identification and

resolution of those issues would have speeded up the ATC-3 project, and more attention

could have been given to the other issues raised by the analysis. Such resolution might

have been aided by a closer following of the performance concept of building regulation.

B1.5 Final Round of Recommendations for the Provisions

During the late spring and summer of 1977 ATC-3 produced several internal drafts of

each chapter of the Provisions as the final resolution of issues and editing was occurring.

The project team decided that providing aid to the authors was still of the highest priority and that response would be made to each of the internal drafts. Several modes of

communication were used: letters on a few specific issues, cut and paste revisions of

the drafts, handwritten comments on the margins of the drafts, and telephone conversations.

In total, a large number of issues were raised. Some of these were very substantive, for example, internal conflicts were identified between the overall structural

588
design requirements and the "materials" chapters. Other issues were more detailed,

concerning clear wording, cross-references, and the organization of the "materials"

chapters. Some of the issues had been raised before in the Working Reports. Although

much of the analysis was still "soft", consisting primarily of careful reading, some work was progressing towards documentation of the provisions with decision tables and

information networks (primarily for chapters 3 through 8); and this work did provide

the rationale for several recommendations.

Some of the recommendations were accepted, others were not. There was little time

for discussion, because the ATC-3 participants were under severe time constraints in

producing such a large volume. Some of the issues identified during this period still

create problems (for example, see the comments in appendix A2 for datums 3372, 10500,

and 11556).

The offer to travel to ATC headquarters to assist in the final editing was made

again, with no response.

The quick action necessary to respond successfully to repeated drafts in a short

time was difficult to achieve. The techniques of analysis using decision tables do not now lend themselves to quick updating of a large volume of material, although the information network analysis techniques might. It appears that a high priority item for improvement of the technology would be to develop computer aids to allow systematic storage and

retrieval of decision tables and rapid updating.

B1.6 Final Documentation

The objective of the final documentation presented in this report was not to improve

the Provisions through interaction with the authors, but to aid the users of the Provisions . Thus a complete expression of the data list, decision tables, and information network was necessary. The issues raised in the comments offered in this report are generally intended

to aid the reader in forming his own interpretation of the Provisions , rather than to make

suggestions for improvement. Chapter 3 summarizes many issues raised by the analysis and

appendix A provides more detail.

Although the project team began a detailed analysis during the late spring of 1977,

that activity was suspended in the late summer in anticipation of the final issue of the

Provisions (with one exception: the related project conducted by Melin and Miller con- tinued to analyze chapter 11 and to interact with one of the authors of that chapter [13]).

The final analysis resumed in the spring of 1978. In the end, very little use was made

of prior analyses, because they were fragmentary and because of the lack of computer aids

for updating the previous work.

Because the objective of the documentation was to aid users of the Provisions , a new philosophy was adopted in performing the analysis. Potential redundancies, inconsistencies,

and contradictions in the text were not followed slavishly in the preparation of the data

list and decision tables. Instead, for the instances in which the intent was clear to the

project team, the assumptions necessary to resolve the problem were made and noted in the comments. This is not the philosophy followed in earlier analyses, because the intent then

had been to demonstrate problems to the authors. It should be noted that the task of making

interpretations about the intent is quite difficult, and in some instances it may be presumptuous. This task was made possible only because the project team enjoyed the advantage

of exposure to the deliberations of the authors and of interaction with key individuals

over the duration of the project. It should also be noted that there are provisions for

which the project team could not make such interpretations (for example, the applicability

of the quality assurance provisions for mechanical and electrical equipment —see the decision

table for datum 1601).

Several observations are now possible on the final analysis of the provisions that are pertinent to the planning of future projects. The preparation of decision tables

for such a large set of provisions is a much larger job than the project team anticipated.

It was expected that the analysis of certain key chapters would include the level of

detail contained in this report and that it would be possible to step back to a more

589
aggregate level for the analysis of other chapters. In practice this turned out to be

difficult to achieve on a consistent basis, so the analysis was performed at the more detailed level throughout. On the other hand, there was also a failure to perceive just

how valuable the detailed analysis would be. It is now thought that many potential problems in the Provisions could have been averted if a full detailed analysis had been

performed earlier in the project. Recalling that time and resource limitations were the

principal reasons for postponement of the analysis, it is apparent that at least two improvements in the overall methodology are necessary:

1) The development of the computer aid mentioned in section B1.5 for storage,

retrieval, and updating of decision tables is of the highest priority.

Ideally this aid would work off an integrated data base also used by the

network and index/outline computer programs.

2) There is a significant amount of work that could be performed by technician

level personnel, although the initial datum identification and decision table

formulation, along with the network interpretation and provision classification,

would still require professional effort. The possibilities for shifting some

of the work burden depends to some extent on the functional aspects of the

improved computer aids.

Two final comments sum up many of the lessons learned on this project. First, it is

very important to gain a rapport with the committee authoring the provisions, so that they

understand what can and cannot be done and that they are willing to take full advantage of

all possible benefits. Second, this kind of project tends to proceed in a "hurry-up and

wait" manner; it is probably inevitable for any operation so dependent on many interactions

between widely separated individuals. It is important to take full advantage of the slow

periods in order to build up the analytical data base.

APPENDIX B2

RECOMMENDATIONS FOR THE CONDUCT OF FUTURE PROJECTS

The development of provisions for codes and voluntary standards usually assumes one

of two basic forms: a modification of past practice through revision of existing provisions or a radical departure from past practice through the formulation of a completely

new set of provisions. The second form typically becomes a large project (for example

the ATC-3 project, new provisions for energy conservation, etc.) in which the visibility

and funding are high enough to encourage the acceptance of new techniques such as this

project. However the systematic analysis with decision tables, networks, and classifications is also applicable to revisions of existing provisions. In either case, it is

important for a project such as this to begin at the right time, "to get in on the ground

floor," so to speak. For a project that involves the formulation of a new set of provisions, the systematic analysis should begin at the same time as the overall project

of standards writing and be closely coordinated with it. This avoids the possibility of

the analysts appearing as intruders, and allows the analysts a better chance to keep up

with the committee of authors. For a project that involves a revision of existing provisions, it would be desirable to begin analysis of the existing provisions before the

committee begins considering revisions. Once again, this would allow the analysts to keep up with the committee. It would also allow a thorough study of the possible flaws

in the existing provisions, which could serve as part of the rationale for change.

For efficient and effective work, it is desirable that future projects have available more sophisticated computer aids and make use of techniques to divide the labor

between professionals and technicians. As discussed in sections B1.5 and B1.6, rapid

updating of a large volume of information is necessary to successfully keep up with a committee of authors. Both of these factors are important contributors in achieving

that goal. NBS has recently initiated sponsorship of a project at Carnegie-Mellon

University that is a first step in developing the improved computer aids needed.

590
It is important to accomplish the detailed analysis early and then keep it up to date as the project continues. There are several advantages:

1) it provides a firm basis for recommendations made to the authors;

2) the details of the analysis may be important to some of the authors; and

3) the final documentation can be completed and released very soon after the

completion of the written text.

It is important to recall that the philosophy of the detailed analysis may well change

through the duration of the project, as was described in section B1.6.

The interactions with the committee of authors are of the utmost importance. Close

and frequent contact with the committee facilitates the work and greatly improves the

likelihood of significant benefit to the provisions. Organization and expression of provisions are too important to the success of the result to be delegated to a format

committee remote from the main thrust of the standard writing project. The analysts

should interact directly with the committee concerned with the substance of the provisions, for that is where the key issues will arise and the decisions will be made. Group

dynamics are an important factor, and it can become easy to fall into adversary positions

when such committees and the analysts are too far removed from one another because of the

organizational structure. Close contact increases the spirit of cooperation and lessens

the chance of the analyst antagonizing the committee. Successful interaction also relies

upon quick response. In this regard, it might be desirable to adopt a standard form of

written communication that will carry a recognition factor associating the document with

the systematic analysis and that will be quick and easy to dispatch. The recognition,

of course, would depend on early explanations of some form to the authors as to just

what the systematic analysis entails.

Typically, two forms of recommendations are generated by the analysts: to raise a question or to suggest an improvement. Both types are valid, but it must be clear as to which it is and what the appropriate action for the committee is. In addition, all recom- mendations must be carefully explained, with due consideration of present problems and the

impacts of change. Finally, the participants in such projects must frequently conduct

critiques of their work, their effectiveness, and the provisions that they are working on.

In summary, then, the following items are important components for the execution of projects similar to the one reported herein in the future:

1) begin at the earliest possible time;

2) obtain early agreement with the committee of authors on the interaction of the

committee and the analysts;

3) make optimum use of computer aids and human resources;

4) conduct full detailed analyses early and keep them up to date;

5) cultivate close and effective interactions with the committee of authors;

6) make all recommendations clear; and

7) conduct on-going critiques.

These items are not panaceas nor are they all inclusive. The techniques of analysis are not intended to be slighted, but their application may well be for naught if they have

no effect on the provisions being developed. The items listed above are the minimal set needed to assure their effectiveness.

591
REFERENCES

1. Applied Technology Council, Tentative Provisions for the Development of Seismic Regulations for Buildings, Special Publication 510. National Bureau of Standards, Washington.

D.C., June 1978. Superintendent of Documents, U.S. Government Printing Office: Washington, D.C

Stock No. 003-003-01939-9; Price: $6.75.

Earlier drafts of the Provisions used in this study include:

° "Working Draft of Recommended Comprehensive Seismic Design Provisions for Buildings,"

ATC 3-04, Applied Technology Council, San Francisco, California, January 31, 1976.

° "Final Review Draft of Recommended Comprehensive Seismic Design Provisions for

Buildings," ATC-3-05, Applied Technology Council, San Francisco, California, January 7,

1977.

2. Culver, C. G. , et al. , Plan for the Assessment and Implementation of Seismic Design

Provisions for Buildings , NBSIR 78-1549, National Bureau of Standards, Washington, D.C,

November 1978.

3. Fenves, S. J., and R. N. Wright, The Representation and Use of Design Specifications , Technical Note 940, National Bureau of Standards, Washington, D.C, June 1977.

4. Fenves, S. J., J. R. Harris, I. J. Oppenheim and R. N. Wright, "Formulation and

Expression of Seismic Design Provisions: Working Report No. 1," Department of Civil

Engineering, Carnegie-Mellon University, Pittsburgh, Pennsylvania, September 1976.

5. Fenves, S. J., J. R. Harris, I. J. Oppenheim and R. N. Wright, "Formulation and

Expression of Seismic Design Provisions: Working Report No. 2, Department of Civil

Engineering, Carnegie-Mellon University, Pittsburgh, Pennsylvania, November 1976.

6. Fenves, S. J., J. R. Harris, I. J. Oppenheim and R. N. Wright, "Formulation and

Expression of Seismic Design Provisions: Working Report No. 3, Department of Civil

Engineering, Carnegie-Mellon University, Pittsburgh, Pennsylvania, March 1977.

7. Harris, J. R. , J. W. Melin, R. L. Tavis, and R. N. Wright, "Technology for the

Formulation and Expression of Specifications, Volume I: Final Report," Civil

Engineering Studies , SRS 423, University of Illinois, Urbana, 111., December 1975.

8. Harris, J. R. , J. W. Melin, and C Albarran, "Technology for the Formulation and

Expression of Specifications, Volume II: Program User's Manual" Civil Engineering

Studies , SRS 424, University of Illinois, Urbana, 111., December 1975.

9. Wright, R. N. , J. R. Harris, J. W. Melin, and C Albarran, "Technology for the

Formulation and Expression of Specifications, Volume III: Technical Reference

Manual," Civil Engineering Studies , SRS 425, University of Illinois, Urbana, 111.,

December 1975.

10. Nyman, D. J., and S. J. Fenves, "An Organizational Model for Design Specifications,"

Report R73-4, Department of Civil Engineering, Carnegie-Mellon University,

Pittsburgh, PA, September 1973.

11. Fenves, S. J., K. Rankin, and H. Tejuja, The Structure of Building Specifications , Building Science Series 90, National Bureau of Standards, Washington, D.C,

September 1976.

12. Harris, J. R., and R. N. Wright, "Organization of Design Standards" (to be published

1979) National Bureau of Standards, Washington, D.C.

13. Miller, M. L. , and J. W. Melin, "Formulation and Expression Analysis of Chapter 11: Reinforced Concrete of Recommended Comprehensive Seismic Design Provisions for

Buildings (ATC-3-05)" Department of Civil Engineering, University of Illinois,

Urbana, Illinois, April 1978.

592
14. Specification for the Design, Fabrication, and Erection of Structural Steel for

Buildings , American Institute of Steel Construction, New York, 1969,

15. Fenves, S. J., E. H. Gaylord, and S. K. Goel, "Decision Table Formulation of the 1969

American Institute of Steel Construction Specification," Civil Engineering Studies , SRS 347, University of Illinois, Urbana, 111., August 1969.

16. Nyman, D. J., S. J. Fenves, and R. N. Wright, "Restructuring Study of the American

Institute of Steel Construction Specifications," Civil Engineering Studies , SRS 393,

University of Illinois, Urbana, 111., January 1973.

17. Building Code Requirements for Reinforced Concrete (ACI 318-71), American Concrete

Institute, Detroit, Michigan, 1971.

18. Noland, J. L. , "Formulation of Decision Logic Tables and Their Application to Engineering Specifications," doctoral thesis. Department of Civil Engineering,

University of Colorado, Boulder, Colo., 1975.

19. Galambos, T. V., "Proposed Criteria for Load and Resistance Factor Design of Steel

Building Structures," Research Report No. 45, Civil Engineering Department, Washington

University, St. Louis, Missouri, May 1976.

20. Nyman, D. J., J. D. Moyer, and S. J. Fenves, "Decision Table Formulation of the Load

Resistance Factor Design Criteria," Report R-77-6, Department of Civil Engineering,

Carnegie-Mellon University, Pittsburgh, Pennsylvania, April 1977.

21. Building Code Requirements for Minimum Design Loads in Buildings and Other Structures

(ANSI A58.1 - 1972), American National Standards Institute, New York, 1972.

22. Cunningham, L. K. , J. W. Melln, and R. L. Tavis, "Detailed Application of a Technology

for the Formulation and Expression of Standards," Civil Engineering Studies SRS 446,

University of Illinois, Urbana, 111., January 1978.

593
SI CONVERSION UNITS

In view of the present accepted practice for building technology in this country, common U.S. units of measurements were used throughout the Provisions . Therefore their use is continued in this publication. In recognition of the position of the United States

as a signatory to the General Conference on Weights and Measures, which gave official

status to the International System of Units (SI) in 1960, the table below is presented

to facilitate conversion to SI Units. Readers interested in making further use of the

coherent system of SI units are referred to: NBS SP 330, 1972 Edition, The International

System of Units; and ASTM E380-76, Standard for Metric Practice.

Table of Conversion Factors to SI Units

To Convert From To Multiply By

degree radian 1.7453 X 10~2

inch meter 2.54* X 10"^

in2 m2 6.4516* X

10"'^

in^ m^ 4.1623 X 10"^

foot meter 3.048* X 10"^

pound-force newton 4.4482

Ibf/ft N/m 1.4594 X 10

Ibf/in^ pascal 6.8947 X 10^

*Exact value; others are rounded to five digits.

594

« U. S. GOVERNMENT PRINTING OFFICE : 1979 O - 295-518
NBS-n4A (REV. a-7ei

U.S. DEPT. OF COMM. BIBLIOGRAPHIC DATA

SHEET

1. PUBLICATION OR REPORT NO. NBS TN 11002,Gov*f Aftfcessto Ho. 3. ftaSptfettf$ Accession JJg,:

4. TITLE AND SUBTITLE Analysis of Tentative Seismic Design Provisions

for Buildings

5. Publication Date July 1979

6. Performing Organization Code

7. AUTHOR(S)

James Robert Harris, Steven J. Fenves , Richard N. Wright

8. Performing Organ. Report No.

9. PERFORMING ORGANIZATION NAME AND ADDRESS

NATIONAL BUREAU OF STANDARDS

DEPARTMENT OF COMMERCE

WASHINGTON, DC 20234

16. P8>}ect/Task/1Stom Ihiit Ho.

11. Contract/Grant No. AEN-7614698

AEN-7619033

12. SPONSORING ORGANIZATION NAME AND COMPLETE ADDRESS rsfreet. City, state, ZIP)

National Science Foundation

Washington, D.C. 20550

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15. SUPPLEMENTARY NOTES Q Document describes a computer program; SF-185, FIPS Software Summary, is attached.

16. ABSTRACT (A 200-word or Ies3 factual s Uterature survey, mention it here.)

ry of moat sigtiilicanl information. If document includes a significant bibliography or

This report presents the results of a thorough study of the internal logic

of the Tentative Provisions for the Development of Seismic Regulations for

Buildings developed by the Applied Technology Council. The methods of

analysis employed in the study provide objective measures of clarity,

completeness, and consistency and an alternative form in which to examine

the technical validity of the provisions. These methods include decision

logic tables for examining individual provisions, information networks for

representing the precedence among provisions, and classification of the

provisions to study their scope and arrangement. A formal representation

of the provisions is presented by the data items, decision tables, networks,

and classification systems developed in the study. An index and several

alternate arrangements of the provisions are also included. Opportunities

for improvement of the tentative provisions are identified and discussed,

and considerations for their future development and implementation within

various national standards arc highlighted.

17, KEY WORDS (six to twelve entries; alphabetical order; capitalize only the first letter of the first key word unless a proper name

separated by semicolons) Buildings; building codes; building standards; classification; decision

tables; earthquake-resistant design; information networks; network;

seismic design; systems analysis.

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