AD-AI05 513 COMPUTERS/STRUCTURES INTERNATIONAL OAKLAND CA F/G 13/13

USER'S GUIDE: COMPUTER PROGRAM FOR THREE-DIMENSIONAL ANALYSIS O--ETC(U)

AUG a1 E L WILSON, H H DOVET. A HABIBULLAH

UNCLASSIFIED WESIR-K-81-9

.3 ,~hEE
INSTRUCTION REPORT K-81-9

.VSER'S .LUIDE: COMPUTER PROGRAM

FOR THREE-DIMENSIONAL ANALYSIS

OF BUILDING SYSTEMS (CTABS80)

a~r by D-TIC

Edward L Wilson, 14. H. Dovey, Ashraf Habibullah Er.LECkr e

Computers/Structures International O eCT 

4009 Webster Street -'

At Oakland, Calif. 94609

August 1981 A31

Final Report

A report under the Computer-Aided Structural Engineering (CASE) Project

Approved FOr Public Relase; Distributim Unlimited

F il '7

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k

U ..... *;

Prepared for Office, Chief of Engineers, U. S. Army

Washington, D. C. 20314

Monitoed by Automatic Date Processing Center

U. S. Army Engineer Waterways Experiment Station

P. 0. Box 631, Vicksburg, Miss. 39180

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- " r r: II '. -',, J '' i -- ; L .. ... u .. .. .. . .,,,.. .... .. .. .
Destroy this report when no longer needed. Do not return

it to the originator.

The findings in this report are not to be construed as an official

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The contents of this report are not to be used for

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Citation of trade names does not constitute an

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1. REPORT NUMBER 2.GOVT ACCESSION NO. 3. RECIPIENT•S CATALOG NUMBER

Instruction Report K-81-9 -. -e/30j 4. TITLE (and SubilgL) . ... _ 5. TYPE OF REPORT&-aERIOD COVERED

_.SER'S 5UIDE: .OMPUTER PROGRAM i IFina r-"'lOR Ij1REE- JMENSIONAL A NALYSIS i ________________ l rep't,.

TOR ANS. PERFORMING ORG. REPORT NUMBER

OF BUILDING SYSTEMS (CTABSSO),

8. CONTRACT OR GRANT NUMSER(S)

Edward L./Wilson

H. H •/Dovey

Ashraf abibullah\

.DiSAMIZATION .O Ai~zq'IO NAME NAE AND AN ADDRESS ADRESS'0. 10. #REA PIRR, & WORK ELEMENT. UNIT NUMaJW PROJECT. TASK

Computers/Structures International ,E U 4009 Webster Street . -

Oakland, Calif. 94609 _

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Approved for public release; distribution unlimited.

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IS. SUPPLEMENTARY NOTES

Available from National Technical Information Service, Springfield, Va. 22151.

This report was prepared under the Computer-Aided Structural Engineering (CASE)

Project. A list of published CASE reports is printed on the inside of the back

cover.

19. KEY WORDS (Continue on reverse id If noceainry sd Identliy by block nubr)

Buildings Structural analysis

Computer programs Structural members

CTABS80 (Computer program)

A§Sr AC? (Cf .. - 7 ev""a 8 N ne" emy ed IdeIt by block mifw)

--,This report is a user's guide for CTABS80, a computer program for the

linear three-dimensional structural analysis of multistory frame and shear wall

buildings subjected to static or dynamic loadings.

In CTABS3O, the building is idealized as an assemblage of vertical independent frame and shear wall systems interconnected by horizontal floor diaphragms which are rigid in their own plane. The frame and shear wall systems

must basically be of rectangular geometry (in elevation) with (Continued)

DO o 1473 EITION OF I MOV S ISOBSOLETE AC RT Unclassi Ftied SECIITV CLASSIFICATION OF THIS PAGE (1111108 DIW& gntsed)
Unclassified

SECURITY CLASSIFICATION OF THIS PAGE(Whin Dae Btm

20. ABSTRACT (Continued)

vertical columns (or piers) and horizontal beams (or spandrels). However, with

-1 special modeling techniques, very complex situations may be considered. A

special shear panel element is developed to enable modeling of discontinuous

shear walls and shear walls with arbitrary openings. A diagonal bracing element

to model braced frames (X-braced, K-braced, or eccentrically braced systems) is

also presented.

The column, shear panel, and diagonal formulations include the effects of

bending, axial, and shear deformations. Bending and shear deformations are also

included in the beam formulation; however, the effects of axial deformations are

neglected.

The effects of the finite dimensions of the beams and columns on the

stiffness of a frame or shear wall system are automatically included..-

The buildings may be unsymmetrical and nonrectangular in plan. Torsional

behavior and interstory compatibility are accurately reflected in the results.

Four independent vertical and two independent lateral static load conditions are possible in any one run. These six static load conditions may be

combined in any ratio to each other or to a lateral dynamic earthquake input

which may be specified as a time-dependent ground acceleration or as an

acceleration response spectrum.

Three-dimensional mode shapes and frequencies are evaluated.

The unique solution procedure used by CTABS80 considers the frame and

shear walls as substructures, reduced with a modified wave front technique.

This method results in a significant reduction in the program data preparation,

computational effort, and storage requirements.

The consecutive levels of each of the individual frames can be arbitrarily connected to any (sequential but not necessarily consecutive) level

of the structure, thereby making it possible for frames to bypass certain

story levels, This option gives the program the capability to model partial

diaphragms and multi-diaphragms at any level.

The theoretical basis of the program is presented in Waterways

Experiment Station Technical Report K-81-2.

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i PREFACE

This user's guide documents a computer program called CTABS80 that

can be used for static and dynamic analysis of multistory frame and shear

wall buildings. Dr. Edward H. Wilson, University of California, Berkeley,

was responsible for developing the original version of the program (TABS),

sponsored mainly by a National Science Foundation Research Grant.

Modifications to the program to make it a more useful tool for Corps

of Engineers' personnel were made by Mr. Ashraf Habibullah, Computers/

Structures International, Oakland, Calif. His work was sponsored with

funds provided to the Automatic Data Processing (ADP) Center, U. S. Army

Engineer Waterways Experiment Station (WES), Vicksburg, Miss., by the

Military Programs Directorate of the Office, Chief of Engineers, U. S. Army

(OCE), under the Computer-Aided Structural Engineering (CASE) Project.

This user's guide and a companion document describing the theoretical basis

of CTABS80 are the work of Dr. Wilson and Messrs. H. H. Dovey and Habibullah.

Specifications for the modifications to TABS were provided by the

members of the CASE Task Group on Building Systems. The following werp

members of the Task Group (though all may not have served for the entire

period) during the period of modifications to the program:

Mr. Dan Reynolds, Sacramento District (Chairman)

Mr. Jerry Foster, Baltimore District

Mr. Joseph Hartman, St. Louis District

Mr. David Illias, Portland District

Mr. Sefton Lucas, Memphis District

Mr. Jun Ouchi, Pacific Ocean Division

Mr. David Raisanen, North Pacific Division

Mr. Pete Rossbach, Baltimore District

Mr. James Simmons, Baltimore District

Mr. Ollie Werner, Middle East Division

Mr. Gene Wyatt, Mobile District

Dr. N. Radhakrishnan, Special Technical Assistant, ADP Center, WES,

and CASE Project Manager, and Mr. Paul K. Senter, Computer-Aided Design

Group (CADG), ADP Center, coordinated and monitored the work. Ms. Deborah

K. Martin, CADG, supported the Task Group in changing the program to accept

free-field input. Mr. Seymour Schneider, Military Programs Directorate,

was the OCE point of contact. Mr. Donald L. Neumann was Chief, ADP Center.

Directors of WES during this period were COL J. L. Cannon, CE, and

COL N. P. Conover, CE. Technical Director was Mr. F. R. Brown.

1L

I
CONTENTS

Page

PREFACE ...... .. ... ............................... 1

CONVERSION FACTORS, INCH-POUND TO METRIC (SI)

UNITS OF MEASUREMENT ...... ... ........................ 3

CHAPTER 1: INTRODUCTION ..... ... ..................... 4

A. Purpose ...... .. ...................... 4

B. General-Purpose Programs for Structural Analysis 4

C. Special-Purpose Programs for Building Analysis 7

D. Disclaimer ..... ... .................... 8

CHAPTER II: SETTING UP INPUT DATA ...... ................. 9

A. Reference Point and Reference Axis .......... . . 9

B. Load Conditions and Load Cases ..... .......... 9

C. Story Data ..... .................... ... 11

D. Frame Data ..... ... .................... 12

E. Frame Location Data ...... ................ 15

F. Dynamic Loading Data ...... ............... 16

CHAPTER III: SPECIAL ASPECTS OF THE INPUT DATA ............. ... 17

A. Special Modeling Problems ..... ............. 17

B. General Characteristics of the Elements ........

C. Program Limitations ..... ................

CHAPTER IV: PROGRAM OUTPUT ....................

A. Output Associated with the Complete Structure . .

B. Output Associated with Each Frame ...........

C. Statics Check ..... ...................

CHAPTER V: PROGRAM CAPACITY ...................

A. Calculating nf

B. Calculating nb

C. Calculating nd

CHAPTER VI: DETAILED DESCRIPTION OF THE INPUT DATA ........

CHAPTER VII: EXAMPLES .. . . . .. . . . . . . . . . . .. . . ..

REFERENCES . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

APPENDIX A: CONTROL CARDS ....... ..................... Al

APPENDIX B: CARD IMAGE LISTING OF EXAMPLE PROBLEMS .... ........ Bl

2

q 3

... . •
CONVERSION FACTORS, INCH-POUND TO METRIC (SI)

UNITS OF MEASUREMENT

Inch-pound units of measurement used in this report can be converted to

metric (SI) units as follows:

Multiply By To Obtain

feet 0.3048 metres

inches 2.54 centimetres

kips (1000 lb force) 4.448222 kilonewtons

kips (force) per foot 14.593904 kilonewtons per metre

pounds (force) per square foot 47.880263 pascals

pounds (mass) per cubic foot 16.01846 kilograms per cubic

metre

3
USER'S GUIDE: COMPUTER PROGRAM

FOR THREE-DIMENSIONAL ANALYSIS

OF BUILDING SYSTEMS (CTABS8O)

CHAPTER I: INTRODUCTION

A. Purpose

This report is a user's guide for CTABS80, a computer program for the linear three-dimensional structural analysis of multistory frame and shear

wall buildings subjected to static or dynamic loadings. The theoretical

basis for the program is presented in Waterways Experiment Station (WES)

Technical Report K-81-2 (18)

B. General-Purpose Programs for Structural Analysis

There are many two- and three-dimensional computer programs for the linear

analysis of complex structures ( ,2) Most of these programs can be used

for the static and dynamic analysis of multistory frame and shear wall

buildings. However, most of these programs do not give special recognition

to the fact that building systems in themselves are a very special class of

structures from an analytical point of view. The following are some of the

characteristics that are inherent in the nature of a building analysis that

a general-purpose analysis program may not recognize, thereby resulting in

significant losses in man-hours, computer time, and possibly accuracy:

1. Most buildings are of simple geometry with horizontal beams and

vertical columns. A simple rectangular grid can define such a geometry

4
vertical columns. A simple rectangular grid can define such a geometry

with minimal input. See Figure 1.

2. Many of the frames and shear walls are typical. Most general-purpose

programs do not recognize this fact; therefore, the input may be large,

and some internal calculations may be unnecessarily duplicated.

3. The in-plane stiffnesses of the floor systems of most buildings are

very high. General-purpose programs do not necessarily recognize this,

resulting in a set of equilibrium equations which may be very large,

and thereby causing an increase in computation effort by a factor of 10

to 100. Also, numerical errors may be introduced since the in-plane

floor stiffnesses are several orders of magnitude greater than the

story-to-story stiffnesses of the structure. Since these two stiffnesses are added in a direct stiffness approach, double precision may be

required in the solution.

4. The loading in building systems is of a restricted form. Loads, in

general, are either vertically down (dead or live) gr lateral (wind or

seismic). The vertical loads are usually applied on the beams, and the

lateral loads are generated at the floor levels.

5. In many buildings, the dimensions of the members are large and have a

significant effect on the stiffness of the frame. Therefore, corrections need to be applied to the member stiffnesses. Most generalpurpose programs work on center-line dimensions, and stiffness

corrections are usually very tedious to implement.

6. In the dynamic analysis of buildings, the mass of the structure can be

accurately lumped at the floor levels. Recognizing this fact

5
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significantly reduces the size of the eigenvalue problem to be solved.

7. Various code loading requirements necessitate special options that

allow convenient combinations of the vertical and lateral static and

dynamic loadings. Also, the member forces need to be printed out at

the support faces of the members. Such transformations are not

automatic in general-purpose programs.

8. It is desirable to have a building analysis computer output printed in

a special format; i.e., in terms of a particular frame, story, column,

and beam. Also, special output such as story shears may be desirable.

In light of the above-mentioned and other reasons, the need for specialpurpose programs for building analysis is apparent.

C. Special-Purpose Programs for Building Analysis

Various programs have been developed at the University of California at

Berkeley for the linear analysis of multistory buildings in the past two

decades (4,5,6) These programs have been used in the profession on many

major structures in many different countries. One of the major reasons for

the development of computer program TABS (1,2,3) was the direct "feedback"

from the profession in the use of these programs.

The first of these programs, FRMSTC, is a static load analysis program for

symmetrical buildings with parallel frames and shear walls. Lateral mode

shapes and frequencies are also evaluated.

Program FRMDYN is the same as FRMSIC except that the load input is ground

accelerations due to a specified earthquake. Time-dependent displacements

and member forces are produced but are not combined with static loads.

7
Program LATERAL is an extension of FRMSTC to the static analysis of a system of frames and shear walls which are not parallel. Three degrees of

freedom exist at each story level. This program does not have dynamic

options.

The first version of TABS was released in 1972, with the intent of replacing the computer programs described above. CTABS80 is an enhanced version

of the original version of TABS and is intended to supercede other enhanced

versions such as XTABS and TABS77.

The computer program ETABS (15) was released in 1975. The program allows

three-dimensional frame input in which common column compatibility is enforced. The input data are more complex than those of TABS, and use of

this program is only recommended if common column compatibility is

important.

For buildings with other complexities, such as discontinuous or flexible

diaphragms, sloped diaphragm, nonrectangular framing systems, etc., a

general-purpose program such as SAPIV (12) or EASE2 (11) is still the most

appropriate solution tool.

D. Disclaimer

Considerable time, effort, and expense have gone into the development and

documentation of CTABS80, and the program has been thoroughly tested and

used. In using the program, however, the user accepts and understands that

no warrantly is expressed or implied, either by the sponsors, the developers, or the distributors, as to the accuracy or the reliability of the program. The user must clearly understand the basic assumptions of the

program and must verify his own results.

8
CHAPTER II: SETTING UP INPUT DATA

This chapter will outline the steps that need to be taken and the data that

need to be accumulated before the coding of the actual computer input can

be initiated. Special terminology associated with the input and the output

of the program is also described in the following sections.

A. Reference Point and Reference Axis

The reference point is an arbitrary point selected by the user in the plan

view of the building. This point is the origin of the global X, Y axis

and is the same for all levels of the structure. The story centers of

mass, the structural lateral loads, and the positions of the various frames

are all located with respect to this reference point and reference axis.

The loading and geometry are thereby uniquely located with respect to

each other, regardless of the choice of the reference point. The reference point may be chosen to be any dimensionally convenient point in the

structural plan. See Figure 2.

B. Load Conditions and Load Cases

It is important to recognize the subtle distinction between a load condition

and a load case as defined in the terminology of CTABS8O.

The load conditions are the independent loadings for which the structure

is analyzed internally. These loadings are: four vertical static loads

conditions (I through IV), two lateral static load conditions (A and B),

and three dynamic load conditions (1, 2, and 3).

9
FramesDiaphragm

Loads

Reference

Point

Earthquake Input

(Dynamic Loads)

PLAN

Figure 2. Typical story level

10
The user defines the loadings for the load conditions. The program always

analyzes the structure for the six static load conditions in every run,

no more, no less. If the user has not defined any loading in a particular

load condition, a null load vector is used.

The dynamic analysis option, in the form of an acceleration response spectrum or time history, determines which of the three dynamic load conditions

are active. See Chapter VI, Section 10, Note 1.

Nevertheless, load conditions are internal to the program. They are

independent loadings that are never printed by the program.

The load cases are loadings that are assembled as linear combinations of

the load conditions. These are loadings that are output by the program.

Although the number of independent load conditions is fixed at nine (six

for static runs), there is no limit on the number of load cases that may be

formulated as linear combinations of the load conditions.

The lateral load conditions (1 through IV) are defined with the data

associated with each frame.

Dynamic load conditions are defined by the earthquake excitation data.

C. Story Data

The first step in the data preparation sequence is to establish the story

levels at which the horizontal rigid floor diaphragms will be located. The

beams for all the frames must exist at these levels in each corresponding

story. The story mass, mass moments of inertia, and the coordinates of the

centers of the mass must be provided if any dynamic options are being activated. These data may be calculated by the program based on simplified

11
data provided by the user.

Lateral load data including magnitudes and points of application for each

story level are needed for defining the lateral load conditions A and B.

Lateral loads are applied at the floor levels. They act on the complete

structure and are distributed to each individual frame in accordance with

the stiffness and location of the frame.

Lateral static loads may be due to wind or earthquake. Tributary story

wind loads must be calculated and provided by the user. The equivalent

seismic static loads, based on the Uniform Building Code (14), can either

be provided by the user or calculated internally by the program.

D. Frame Data

Since the program views the building system as an assemblage of vertical

planar frames arbitrarily located in plan and interconnected to each other

by horizontal floor diaphragms, the next step is to decompose the structure

into a series of frames and determine which of the frames are typical (have

the same geometry and vertical loading).

The floor levels of all the frames must be at the same height; however,

all frames need not have the same number of stories. It is recommended

that frame elevations be drawn of all the typical frames in the structure,

such as shown in Figure 3.

The vertical loading tributary to a frame should be shown on the frame

elevation. The vertical load data input for load conditions I through IV

are prepared as part of the frame data. The self dead load of the frame can

be accounted for automatically by assigning unit weights to the frame

12

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materials. The unit weight specification causes the frame self weight to

be added into the load vector of load condition I. The unit weight does

not cause any change in load conditions II through IV, nor does it affect

the structural masses specified as part of the story data described in the

previous section.

Each frame is assumed to have stiffness in one direction only, described by

the direction t in Figure 3. In other words, the out-of-plane stiffness

of the elements of the frame is neglected. Elements which have stiffness

in another direction must be defined by additional elements which are a

part of a frame in the other direction. For example, columns that are

common to two orthogonal frames are input twice, with the section properties

associated with the corresponding directions. The axial deformations in

these double columns will not be the same, and this common column incompatibility is one of the basic assumptions of the program. For tall structures

(over 15 stories) this assumption will cause the structure to be more flexible. However, in short buildings, the axial forces in the same column

from the two frames may be added directly to give reasonable results for

design Purposes.

The frames must be basically of rectangular geometry. The horizontal

story levels and the vertical column center lines form the rectangular

grid that is the basic reference system for the frame description. This

grid work should be marked on the frame elevations previously drawn. The

beams associated with a particular story exist at the corresponding story

line, whereas the columns, panels, and diagonals associated with a

particular story exist below the corresponding story line.

The column lines are numbered consecutively increasing in the positive t

14
direction. The bays are distances between the column lines and must be

numbered similarly. The number of bays is always one less than the number

of column lines.

The rectangle formed by any two consecutive story lines and any two consecutive column lines is assumed to be an open bay. However, the bay may

be plugged with a shear panel, making it possible to model framing systems

resting on shear walls or shear walls resting on frame systems. Complex

systems consisting of discontinuous shear walls and shear walls with arbitrarily located openings are effectively modeled via this shear panel

using the special modeling techniques described in the next chapter. Any

of the columns or beams may be omitted by providing zero properties, and

the bays may be spanned by diagonal braces, allowing the modeling of Xbraced, K-braced, or eccentrically braced systems. Modeling of A-frames

is also possible.

The columns, beams, panels, and diagonals must be assigned property numbers, and these numbers should be displayed on the frame elevations being

drawn.

The beam span loadings associated with the load conditions I through IV

must be assigned pattern numbers, and these numbers should also be displayed

on the frame elevations.

E. Frame Location Data

One set of frame data is set up for each different frame in the structure.

Every one of the different frames may then be placed at one or more locations in the structure, via the frame location cards. These cards locate

the local Z axes of the frames with respect to the global reference

15
axis. See Chapter VI, Section 6.

F. Dynamic Loading Data

The dynamic seismic loading input may be either in the form of an acceleration response spectrum or in the form of an accleration time-history input.

These data are, in general, provided by the engineer responsible for the

geotechnical evaluation of the building site. Time-history data and corresponding response spectrum curves of well known historical earthquakes are

(16) available in published reports

Time-history data in card form for well known earthquakes are available

from the National Information Service/Earthquake Engineering, University

of California, Berkeley. Response spectra can be generated from time-history

data using Reference 17.

16
CHAPTER III: SPECIAL ASPECTS OF THE INPUT DATA

The following sections will focus on some important aspects pertaining

to the use of the program. Modelitng of complex shear wall systems with

the shear panel element, general points of caution associated with the

use of each element, and the limitations of the program are specifically

discussed.

A. Special Modeling Problems

(i). Simple Pier-Spandrel System

A pier-spandrel system is simply a beam/column system in which the

dimension of the elements are large compared to the overall dimensions of the frame. Such systems are conveniently modeled with CTABS80

because the effects of the finite dimensions of the members on the

stiffness of the frame are automatically considered. Figure 4 shows

the model of a simple pier spandrel system.

(ii). Discontinuous Shear Wall System

A discontinuous shear wall system is also shown in Figure 4. The

modeling of this system calls for four column lines and three shear

panels. Details pertaining to the use of the shear panel are described

below in Section B.

(iii). Shear Wall with Arbitrarily Located Openings

In modeling frames and shear wall systems, the vertical column lines

do not necessarily have to represent center lines of columns (or

piers). In modeling shear walls with random openings, such as shown

17
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in Figure 4, the column lines are used also as basic reference lines

to define the extent of openings and wall segments. The bays that

are not open are infilled with shear panels. In the example, six

column lines are sufficient to define the wall geometry. Note that

column lines 2, 3, and 4 are located purely on the basis of the

diiensions of the wall openings. Column lines 1, 5, and 6 are

located on the center lines of piers. See Section B below for further

details of shear panel usage.

(iv). Eccentrically Braced Systems, K- and X-Braced

Systems, and A-Frames

By effectively using column lines for definition of the frames as shown

in Figures 4 and 5, complex bracing systems can be conveniently modeled.

The "dummy" column lines are for geometric definition only and must be

assigned zero properties via the zero column location input.

(v). Foundation Flexibility

Vertical and rotational soil springs may be modeled under each column

line of the frame by adding a "dummy" story to the structure at the

foundation level. The properties of the beams and columns in this level

are manipulated and input to simulate the desired restraint conditions.

In such situations, the analytical results tend to be very sensitive to

the input restraint conditions, and it is important that a practical

solution to such problems be based on several analyses so that the

sensitivities of restraint parameters are evaluated and their relative

importance is established. See Figure 6.

19
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(vi). Pin-Base Conditions

The program assumes that the boundary condition at the base of each

column is fixed. However, pin-base conditions may be modeled by adding

a "dummy" story to the structure at the foundation level. The beams at

this level are assigned zero property identifications, and the columns

are assigned a large axial area but a zero moment of inertia. If the

columns are to be selectively pinned or fixed, a large moment of inertia,

a large axial area, and a zero shear area should be provided in the

"dummy" level of the columns that are fixed. The modulus of elasticity

should be comparable to that of the material in the stories above.

The three components of the external story stiffness of the "dummy"

level should be assigned a large value (1015) to prevent the "dummy"

level from spinning or translating. See Figure 5.

B. General Characteristics of the Elements

The following are some important characteristics of the elements that must

be recognized by the user in order to correctly use, understand, and apply

CTABS80:

(i). Column Element

1. The column width is assumed to be centered on the column

center line.

2. The bases of columns in the lowermost story are assumed fixed.

3. Columns must be prismatic from floor level to floor level.

21
(ii). Beam Element

1. Beams need not be prismatic, but must be symmetrical about

the bay center line.

2. Axial deformations in the beams are forced to zero by the

assumption that a rigid diaphragm exists along the beam

line. It should be noted that a zero specification for two

consecutive beams at a particular level does not free the

common joint. The rigid diaphragm is always there regardless of the presence of the beams, and the lateral displacement of the common joint is constrained to be the same as

the displacement of all other joints at that level.

3. Any participation of the structural floors in the bending of

the beams must be reflected in the properties of the beams

(T-beam or L-beam action) provided by the user, if it is

to be included in the analysis.

(iii). Panel Element

1. The panel element can exist between any two column lines

(consecutive or nonconsecutive) between any two consecutive

levels.

2. One panel element must span the whole series of consecutive

bays that need to be infilled. In other words, there must be

at least one open bay between panels existing at any one

level.

3. In general, rigid beams (large moment of inertia, zero

shear area) must always be provided at the story levels

bounding the panel (i.e., above and below the panel).

4. The column lines bounding and within the panel area

22
should be assigned zero property identifications.

5. The panel is a vertical bending element. The bending in

the panel is associated with horizontal shears. Therefore,

using the panel to model situations which require bending

deformations associated with vertical shears will lead to

questionable results.

6. The panel stiffness is based upon a length equal to the

story height with no rigid zone offsets due to the depths

of the beams existing on either side of the panel.

7. Panels in the lowermost story are assumed fixed at the

bottom.

(iv). Diagonal Element

1. The diagonal element has axial, bending, and shear stiffness,

just like the column and panel elements. A zero moment of

inertia will degenerate the diagonal to an axial brace.

2. The diagonal can exist between any two column lines (consecutive or nonconsecutive). The diagonal can hook up any two

column line/floor line intersections at any two consecutive

levels.

3. The diagonal has no rigid zone offsets for stiffness

corrections.

C. Program Limitations

CTABS80 is a special-purpose program for building analysis. It is currently

the most efficient and effective tool for analyzing building systems that

23
fall into the category of "TARS" type buildings. CTABS80, however, is not

the answer to all building analysis problems. The following are some of

the limitations of the program:

(i). If floor diaphragm deformations are significant, results from a

CTABS80 analysis may be questionable. Diaphragms are assumed to be infinitely stiff in plane.

(ii). CTABS8O does not capture "tubular" behavior that exists in tall

structures with closely spaced columns. In other words, common column

axial compatibility is not enforced, and the floor diaphragms do not

transfer vertical shears.

(iii). All frames modeled with CTABS80 must exist in vertical planes.

Frames have in-plane stiffness only, and no torsion can be carried by

any of the elements in the frame.

(iv). The floor diaphragms must be continuous and horizontal at all

levels. The diaphragm at any one level is assumed to hook up to all

column lines at that level. Therefore, a partial diaphragm that connects to only a few of the column lines at any level, such as a

mezzanine level, cannot be modeled with CTABS80.

(v). In braced frames, the diagonal axial behavior may cause large

axial forces in the beams. It is possible to obtain these axial forces

by statics, but they are not output by the program since the rigid diaphragm assumption causes the axial deformations in the beams to be assumed zero. In reality, these beams do have axial deformations and

neglecting them could affect the results.

(vi). CTABS80 can model a shear wall (with openings) as an assemblage

of beam and column elements (having bending and shear deformations) with

rigid offsets to account for the effects of the finite dimensions of the

24
members on the stiffness of the frame. However, attempts to describe

small wall openings (such as those required for duct and pipe penetrations) as bays encompassed by wide columns and deep beams can introduce

modeling difficulties into the analysis, resulting in unrealistic

results. In general, it is better to ignore small openings. The loss

of accuracy in neglecting them is much less than it is in trying to

incorporate them into the structural model.

25
CHAPTER IV: PROGRAM OUTPUT

The input data are echoed back in a labeled and tabulated form as the first

section of the computer output. In addition to the echo of the input data,

it is possible to obtain the following utput from the program:

A. Output Associated with the Complete Structure

(i). Calculated structural dynawic properties; viz., masses, mass

moments of inertia, and centers of mass.

(ii). Structural mode shapes and periods and modal participation factors.

(iii). Lateral seismic static equivalent loads, per the Uniform

Building Code of 1979.

(iv). Lateral story displacement at the center of mass of each story

for the six load conditions I, II, II1, IV, A, and B. Sign convention

shown in Figure 7.

(v). Maximum inertia forces and torsions generated at the center of mass

of each level in every mode in a response spectrum dynamic run.

(vi). Summary of the structural story shear distribution to the various

frames, story-by-story, frame-by-frame.

(vii). Plots of the structural plan showing location of the frames.

These plots may be obtained either on a passive plotter or on an

interactive graphics terminal.

26
V

efe oP Y

" Reference Poi nt

PLAN

Figure 7. Positive directions for structural lateral displacements

27
B. Output Associated with Each Frame

(i). Summary of vertical loading applied to each frame, level-bylevel.

(ii). Lateral frame displacements in the plane of the frame. Vertical

displacements and rotations at each column line, level-by-level. Sign

convention is shown in Figure 8 . Dynamic displacement printer plots

are output in time-history runs for the lateral frame displacements.

(iii). Member forces (output on TAPE 6) and member stresses (output

on TAPE 9) for each element type. Element force components along

with the sign convention are shown in Figure 9 . Bending stresses

are based on the gross section moment of inertia. Axial stresses are

based upon the axial area and shear stresses are based upon the shear

area (5/6 of axial area for rectangular sections). The member stress

units maybe different from the member force units, if requested.

Column moments are printed at the outer faces of the beams framing

into the column at the corresponding level. Beam moments are printed

at the outer face of column at the corresponding end. The beam span

moment is an average of the beam end moments for the lateral and the

dynamic load conditions and for the vertical load conditions if the

beam span has no vertical loading specified. If, however, vertical

loading is specified, a search is conducted for a point of zero

shear in the beam. The moment is calculated at the first point of

zero shear encountered from the left end of the beam. However, if

no point of zero shear is found, the moment is set to the average of

the beam end moments. Bending moments for the panel are evaluated

at the outer faces of the beams. Bending moments for the diagonals

28
04) 0

-uu 0

u~- 1 u

I 4-

I 0i ton

4- 4)

40 m

4--,-- 0

(A '4-)

0 r-0 C OUG, D

0 0 

4-)-

V4)

29'
Co I umn

Centerline

Face of

Colmn pColumn in i ~~~Co l um n v ' t b l w

Centerline \ .~ Upper I-Story below-,,

Story ML Mc R

levelP evel

MT

Lower Bp o hi e

Story /StorAM

DIAOALS

eve -leve 11-*1- VL V ve

P

P

Bottom of e v lower beam

Top of' higher

beam

~ v story

MB v level

S MB

PP

COLUMNSPANELS

Figure 9. Positive directions for the element member forces

30
are at the end column center lines.

(iv). Story shear summary at each level for the static load conditions I, II, Ill, IV, A, and B.

(v). Pen plots of the frame elevation.

The frame output sequence is in the reverse order of the frame input

sequence in the frame location data, Chapter IV, Section 6. Output

associated with the last frame is printed out first starting with the

lowest story and progressing upwards.

C. Statics Check

Results from all static load conditions must satisfy statics. However,

as the column and beam moments are evaluated at the out faces of the supports

of each of the corresponding members joint moment equilibrium is not readily

obvious. Checking joint statics involves transformation of the column and

beam moments to the point of intersection of the corresponding column line

and story level. Statics will be satisfied once all moments are transformed

to this common point. It is obvious that the beam and column shears and

the finite dimensions of the joints will need to be a part of the moment

equilibrium equations. An illustration of joint static equilibrium is

presented in Figure 10.

Results from all dynamic load conditions, in general, will not satisfy

statics. In the response spectrum analysis, the analysis technique

involves the summation of the modal components by methods which cause

the signs of the resultant parameters to be lost. In the time-history

31
COLULM N

'L_'

I1..4 S

'2..07

40.0

465.39

A

EPa -0

LOWSE M

COLUMiN MO. 2 +40 - 45.9-92.05 (5)

-2.47 (10) t0. 0

Figure 10. Joint static equilibrium

32
analysis, absolute maxima of the displacements and member forces are printed,

thereby causing the sign to be lost. Besides, these maxima may not exist

at the same instant in the analysis time span.

33

q. -
CHAPTER V: PROGRAM CAPACITY

CTABS8O is written in FORTRAN IV with dynamic storage allocation for all

major arrays in blank COMMON. Therefore, the capacity of the program

may be varied by altering only the following two cards that exist at

the beginning of the main program:

COMMON A(n)

DATA MTOT /n/

The value of n for a particular problem must be greater than nf, ns,

and nd , the values of which are established by the formulae presented

below. These parameters represent storage requirements at the major

bottlenecks of the program. Other storage bottlenecks also exist in

the program which, in general, seldom govern. Nevertheless, if the

value of n specified on the cards shown above is not sufficient, the

program will terminate execution and print out the required increase

in storage to continue beyond the current checkpoint.

A. Calculating nf

The storage required to process any one of the frames is given by:

S = NS*(5*NB+NC)

+ 8*(NBP+NCP+2)

+ NFEF*(2*MCONL+8)

+ 4*(NPAN+NDIG)

+ 2*NB

+ maximum of (Mi & M )

34
where Mi = 20*NST + NN*(NN+3) + NC + NST*NDF

and M = (MLD+2)*NST + ll*NLD + NN*(2*NC+MLD) + NST*NDF

for a response spectrum analysis add an additional NFQ*(NFQ+lI)

to the value of M0

nf is the maximum of all the Sf values calculated for each frame

B. Calculating nb

For the complete building the storage nb is given by:

n b = 19*NST + NSS*(2*NSS+3)

C. Calculating nd

In a dynamic time history analysis the storage required is nd and

is given by:

n d = 19*NST + (5+NTIME) * (NSS+NST) + NTF*(9+NST)

where:

NST = number of stories in the building

NS number of stories in this frame

NC number of column lines in this frame

NB number of bays in this frame (equal to NC - 1)

NBP = number of beam property sets in this frame

NFEF = number of beam span loading patterns in this frame

MCONL = maximum number of point loads in any one beam span

loading in this frame

NPAN = number of panel elements in this frame

NDIG number of diagonal elements in this frame

NN = 4 * NC + NS + l

35
NSS = 3 * NST if three degrees of freedom per story

are allowed in the analysis

= NST if only one degree of freedom per story is

allowed in the analysis

NTF = total number of frames in the building

NTIME = number of sampling values in the time history analysis

NLD = number of load cases in the analysis

NFQ = number of modes requested

MLD = 5 for static analysis only

5+NFQ for response spectrum analysis

5+NTIME for time history analysis

For buildings in which the number of stories is small, nf will

usually govern, if only one degree of freedom per story is allowed

in the analysis, but n nb may be the critical value if three degrees of

freedom per story are allowed. nd may be critical if a large number

of sampling times are requested.

36
CHAPTER VI: DETAILED DESCRIPTION OF THE INPUT DATA

There are basically eleven steps involved in the description of the CTABS80

input data. The sequence of the steps is summarized in the flowchart shown

in Figure 11. The execution of these steps should result in a deck setup

as illustrated in Figure 12. Each step is identified by a number, one

through eleven, in Figure 11. Each step is described below in detail in a

section having a corresponding section number.

The input data description provided in this user's guide is directed to

execute the program in a batch mode. The program was modified by the WES

ADP Center to allow timesharing mode of operation with data input from a

file in free field format. Thus, the references to fixed field format no

longer apply when using the program. To create a data file in free field

format, simply input a line number, a blank space, and the data items in

sequence in the line. The data items must be separated by a blank space

or a comma.

1. COMMENT CARDS (Al,17A4,Al)

Columns Note Variable Entry

1 (1) IDLR The "$" sign

2-70 ICARD User convenience information

NOTES/

1. Comment cards are cards that the user may insert in the data for

identification convenience. These cards may occur anywhere in

the data. The program will ignore them as long as there is a

"$" sign in column 1.

37
W CTABS80

Comments

~Problem Size

ControlAnalysis Type Information Print & Plot

ID Options

Height I

Springs

F4 Mass Data 0 Story Data Mass Patterns E Structural I 1PA 0

Lateral 

1A

Loading

(A & B) Fra me Geoetry

Frame Data Vertical Loading

Plot Options

=0 Response Frame Location

Spectru L2 Data

NAT =3

NAT = 1,2,3,4 [Automatic UBC l

Dynamic ___Seismic Load

Loading AT NT 3,4 , N NAT =2,3,4 2 Calculation Data

NAT = 4

rn Tie Load Case

S i 10 Combination Data IFNAT 1

Figure 11. Flowchart for setup of input data

38
uU

o CC

4-) uIC 0 ) 0 

0 to) 4- -

4- '- I

(a 4 Vv 4- t c '4- 4J 4-

S- . 4J LL go IA

(a to 4A~- - a U1 -- 0 . E cn 0 L 4-

W o. 'a ' 1 4 -' '1 - )

00-' ' 0 4-' 4-

S.. 4-' 'a ' a 4-Jf 

U E- 0) E S- 4 -) S 'a u L. to 0 '_ 0 0. u on ~ L.. to) '4- 

S.. -- -n '- 'a- 'aGO

a;0 4' E U 4' - - - CD 'a If 0 ' a 11; -

a CO E S. - .1 0 0 ' - 0

'a 0 0) C- ~ . 0

C-) - S 4' 0) ) >,S..

14 U 0 2 S- u V U 'a C-) 0) a ' 0 u C C) A'

39 . U ~ . . 4' '
2. CONTROL INFORMATION CARDS

Prepare four cards for the whole building as follows:

a. First Two Cards (14A5/14A5) Heading Cards

Column Note Variable Entry

1-70 (1) IHED Building identification information

to be printed with the output.

NOTES/

I. These two lines are printed as headet information on every output

page.

4

40
Control Information Cards (continued)

b. Third Card (1215) Control Data

Column Note Variable Entry

1-5 (1) NST Number of stories in complete building

6-10 (2) NDF Number of frames with different properties or different vertical loading

11-15 (3) NTF Total number of frames or shear wall

systems in the structure

16-20 (4) NLD Total number of load cases

25 (5) NAT Analysis type code:

EQ.0; Static analysis only

EQ.I; Mode shapes and periods only

EQ.2; Static load analysis and mode

shapes and periods

EQ.3; Lateral earthquake spectrum

analysis in addition to analysis type 2

EQ.4; Lateral earthquake history

analysis in addition to analysis

type 2

26-30 (6) NFQ Number of periods to be calculated

35 (7) NSD Allowable story degrees of freedom:

EQ.0; X,Y translations and story

rotations

EQ.I; X translations only

EQ.2; Y translations only

40 (8) NOPT Execution mode:

EQ.0; Normal execution

EQ.I; Data check mode, no calculations

Program stops after input echo

of the data

EQ.2; Complete execution, but only

static structural displacements

and summary of static story

shears is output. No input echo

EQ.3; Complete execution and printout;

however, no input echo

45 (9) NRGD Frame joint rigid zone control:

EQ.0; Modify rigid zone

EQ.l; No reduction in rigid zone

dimensions

41
Control Information Cards (continued)

Column Note Variable Entry

50 (10) NDSP Frame joint displacement code:

EQ.0; Suppress frame joint displacements

EQ.I; Print joint vertical and

rotational displacements

55 (11) NUBC Automatic lateral seismic force

calculation flag UBC 1979 (or SEAOC)

code:

EQ.0; No automatic UBC load

calculation

EQ.I; Modify load conditions A and

B to reflect UBC 1976 seismic

loads

60 (12) NPAT Number of story mass types

EQ.0; No automatic mass, mass moment

of inertia and center of mass

calculations

65 (13) NPLT Master plot flag

EQ.0; Do not plot

EQ.l; Plot frame elevations and plan

EQ.2; Plot frame elevations only

EQ.3; Plot plan only

NOTES/

1. The number of stories in the building is the number of levels above

the ground level.

2. Input data for frames with identical properties and vertical loading

need only be prepared once.

3. The NTF total frames consisting of NDF different frames, are

located via the frame location cards (Section 6) below. NTF is

always greater than or equal to NDF.

4. Load cases are defined as linear combinations of the eight basic

load conditions. See load case definition data (Section 10) below.

42

= - ~.
5. NAT basically defines the type of analysis being performed, thereby

controlling the type of loading data required by the program in the

input stream. Mass properties of the structure are not required

for analysis type 0.

6. The number of frequencies must be less than the number of stories

times the number of degrees of freedom per story.

7. This option allows the user to lock the plan torsional rotation of

the floor diaphragms, thereby enabling the user to study the effects

of the floor rotations on the behavior of the structure. In cases

of symmetrical structures with loadings that cause no story rotations,

the capacity and speed of solution of the program is improved if the

story rotation is set to zero, i.e., NSD is 1 or 2.

8. Normal execution includes complete input data echo and complete

output. It should be noted that NOPT should not be set equal to

2 in a dynamic run, as this option will suppress all output

associated with the dynamics.

9. The rigid zone modification (25% reduction) is defined in Chapter II,

Section A(iii) of the theoretical manual (18)

10. Frame joint vertical displacements and rotations are printed level

by level for each frame if NDSP equals 1. The volume of the output

is approximately doubled by triggering this option.

11. If NUBC equals 1, extra data defined in Section 7 below are required.

12. This variable controls the number of data sets to be provided in

Section 3 below.

43
13. If NPLT equals 0, no plot output file is created and the frame

plot flags (Section 5.b.) are ignored. If NPLT equals 2 or 3, the

frame elevations of only those frames having active frame plot

flags (See Section 5.b.) are plotted.

c. Fourth Card (2FlO.O) Stress Transformation Data

Column Note Variable Entry

1-10 (1) ANI Number of stress units in input length

unit:

EQ.0; Default set to 1.0

11-20 ANP Number of stress units in input force

unit:

EQ.O; Default set to 1.0

NOTES/

1. Every member force has a corresponding member stress, such as,

axial force/axial stress, shear force/shear stress, bending moment/

bending stress, etc. Member forces are output on the standard

output file with all the other data, (TAPE 6). However, the

corresponding stresses are simultaneously printed on an alternate

print file, (TAPE 9).

The stresses may be obtained in units other than those of the

member force units. In other words, if the forces are output

in kip foot units and all the stresses are prefered in pounds

per square inch (psi), ANI should be set to 12.0 and ANP should

be set to 1000.0.

44
3. DATA FOR CALCULATION OF STORY MASS, MASS MOMENT OF INERTIA AND CENTER

OF MASS

Skip this section if NPAT (Section 2.b.) equals 0; otherwise, provide one

set of data (a and b below) for each of the NPAT mass types. Each mass type

is descretised as a series of NSEG rectangular segments, each having its own

mass AM uniformly distributed over an area BB by DD. See Figure 13.

a. First Card (215,F]0.0)

Column Note Variable Entry

1-5 (1) M Mass type identification number

6-10 (2) NSEG Number of rectangular segments defining

mass distribution

11-20 SF Scale factor

LE.O; Set to 1.0

b. Segment Data Cards (5FlO.O)

Provide NSEG data cards as described below:

Column Note Variable Entry

1-10 (3) AM Mass of rectangular segment

11-20 (4) XC X distance of center of mass of this

segment from the reference point

21-30 YC Y distance of center of mass of this

segment from the reference point

31-40 (5) BB B dimension of rectangular segment

41-50 DD D dimension of rectangular segment

NOTES/

1. Mass type numbers must start with 1 and increase consecutively.

2. The story is discretised as a series of rectangular segments each

45
Center of Mass of

Rectangular

Segment 1

y BB1 B85

I I

23 45 -Segments

Reference Point

PLAN

Figure 13. Example of mass type having 5 segments

46

~1
having a mass AM, B, and D dimensions and X and Y distances from

the reference point. From these data the program calculates a total

mass, center of mass coordinates from the reference point of the

complete system and a mass moment of inertia about a vertical

axis passing through the center of mass of the complete system.

There is no limit on the number of rectangular segments used to

define a mass type.

3. Mass has units of force divided by gravitational acceleration (W/g).

4. The reference point and reference axis are defined in Chapter II.

5. BB and DO are the two dimensions of the rectangle. BB and DD need

not be parallel or perpendicular to the reference axis.

If BB is zero, the mass is a line mass of length DD

If DO is zero, the mass is a line mass of length BB

If both BB and DD are zero, the mass is a point mass

47
4. STORY DATA

Prepare four cards for each story level in sequence from the top to the

bottom of the structure, i.e., four cards followed by four cards, level by level.

a. First Card (A5,15,3FIO.O) Structural Story Data

Column Note Variable Entry

1-5 SDI Five characters to be used for identification of this level

6-10 (1) IMST Mass type, not used if NPAT equals 0

(Section 2.b.):

EQ.0; Mass properties of this story are

as input on second card below

GT.O; Mass properties are

those of mass type IMST, as

previously defined

11-20 (2) SH Story height distance from the floor

(or roof) level to the floor (or foundation) level below

21-30 (3) SKX External story stiffness in the

X direction

31-40 SKY External story stiffness in the

Y direction

41-50 SKR External story stiffness in the

story rotational direction

b. Second Card (4FlO.O) Structural Mass Data

Column Note Variable Entry

1-10 (4) XMASS Translational mass

11-20 (5) XMMI Rotational mass moment of inertia of

the story about a vertical axis through

the center of mass of the story

21-30 (6) XM X distance to the center of mass measured from the reference point

31-40 YM Y distance to the center of mass measured from the reference point

48
Story Data (continued)

c. Third Card (4F10.0) Structural Lateral Load Condition A

See Figure 14.

Column Note Variable Entry

1-10 (7) FXA X load for lateral load condition A

11-20 FYA Y load for lateral load condition A

21-30 XA X ordinate of the point of load

application for load condition A

31-40 YA Y ordinate of the point of load

application for load condition A

d. Fourth Card (4F10.0) Structural Lateral Load Condition B

See Figure 14

Column Note Variable Entry

1-10 (7) FXB X load for lateral load condition B

11-20 FYB Y load for lateral load condition B

21-30 XB X ordinate of the point of load

application for load condition B

31-40 YB Y ordinate of the point of load

application for load condition B

II

NOTES/

1. This entry must be less than or equal to NPAT (Section 2.b.). If

this entry is nonzero, data on Card 2 below are ignored.

2. This defines the level of the horizontal rigid diaphragm of this

story. Story lateral loads are assumed to be generated at this

level. Frame levels must correspond to structural levels defined

in the story data. A zero story height will set the story level

of the diaphragm at the same elevation as that of the following

diaphragm (below).

49
i Diaphrag

Figure 14. Static lateral load conditions A and B

3. These are extra story stiffnesses acting on lines through the

center of mass of the story and can be used to represent restraints

(or braces) at the story6 level or can be used to represent soil

stiffness in levels beloithegrud

4. The translational mass has units of force divided by acceleration

(W/g). The rotational mass moment of inertia is not required if

the allowable story degrees of freedom (NSD, Section 2.b.) do not

include rotation. Mass properties need not be supplied if NAT

Pon

equals 0.

Diaph50
5. Expressions for evaluating the mass moment of inertia of various

diaphragm configurations are presented in Figure 15,

6. The center of mass is related to the following aspects of the solution

process:

a. The dynamic lateral forces and torsional moments of the diaphragm

are generated at this point.

b. The external story stiffnesses, if any, are assumed to be at

this point.

c. The story static structural displacements, (lateral displacements and rotations) are printed at this point.

For a dynamic analysis the location of the center of mass must be

defined.

In a static analysis no entries need necessarily be made for

the center of mass coordinates. In such a case the story static

displacements will be printed at the reference point.

The location of the point of action of the static lateral loads is

not defined by the coordinates of the center of mass.

7. The Third and Fourth cards define the lateral loads acting on the

horizontal rigid diaphragm for the two lateral load conditions A

and B. The story load is applied at a point on the diaphragm in

the form of X and Y components. The load data on these cards is

superceded if NUBC is 1.

51
Shape in Mass Moment of Inertia about vertical axis Formula

plan (normal to paper) through center of mass

b

Rectangular diaphragm

Uniformly distributed mass per unit area MM l (b2 +d2

c.m. d Total mass of diaphragm = M(=A)

y

M. Triangular diaphragm

Uniformly distributed mass per unit area x Total mass of diaphragm = M(W) diaphragm formula

y

-- d Circular diaphragm Md2

c.m. Uniformly distributed mass per unit area MMI cm 8

Total mass of diaphragm = M(=A)

~Y

General diaphragm

c.m. Uniformly distributed mass per unit area Total mass of diaphragm = M(=A) m

Area of diaphragm = A g cm A X Y

Moment of inertia of area about XX = IX

Y Moment of inertia of area about YY = Iy

Lne mass Md 2

Uniformly distributed mass per unit length M4Icm = Md

C.m. Total mass of line = M(=§)

o 0 Axis transformation for a mass M M

If mass is a point mass 1110 = 0 c.m.

Figure 15. Formulae for mass moment of inertia

52

kL-
5 FRAME DATA

Prepare one set of data for each different frame. Data for frames with

different locations but with identical properties and vertical loadings are

entered only once. See Figure 3.

a. Frame Control Cards

Card 1 (14A5)

Column Note Variable Entry

1-70 FHED Label information to be used to

identify this frame type

Card 2 (1015)

Column Note Variable Entry

1-5 (1) M Frame identification number

6-10 (2) NC Number of vertical column lines in

this frame

11-15 (3) NS Number of story levels (diaphragms)

in frame

16-20 (4) NCP Number of sets of different column/

panel/diagonal properties

21-25 (5) NBP Number of sets of different beam

(girder) properties

26-30 (6) NFEF Number of sets of different beam

span vertical loading patterns

31-35 (7) MCONL Maximum number of concentrated loads

in any one beam span load pattern of

this frame

36-40 (8) NPAN Number of infill shear panels in this

frame

41-45 (9) NOIG Number of diagonals in this frame

50 (10) IPLT Frame plot flag

EQ.0; Do not plot frame elevation

EQ.l; Plot frame elevation

EQ.2; Plot frame elevation with

element type and vertical

loading identification

53
Frame Control Card (continued)

Column Note Variable Entry

55 (11) NSCC Story connectivity code

EQ.O; Normal connectivity

EQ.I; Special connectivity

NOTES/

1. Frame identification numbers must be entered in an ascending consecutive numerical sequence, beginning with number one. This

frame may be located (repeated) at different positions in the

structure via the frame location cards. See Section 6 below.

2. An isolated shear wall may be modeled as a single column line

frame. In this case all data pertaining to the beams are meaningless and must be omitted in the data input sections below. Note

that the number of bays in a frame is always one less than the

number of column lines.

Panels and bracing elements need at least two column lines for

definition. Therefore, a single column line frame can have no

panels nr braces.

Application of vertical loads (except column self weight) is

only possible via beam span loads. Definition of a beam requires

two column lines. Therefore, a single column line frame can have

no superimposed vertical load applied.

3. The number of levels in the frame corresponds to the number of

story diaphragms to which the frame is connected, the frame levels

may connect sequencially (but not necessarily consecutively) to any

story diaphragm (See Section 5.b. below).

54
4. This entry controls the number of cards to be read in Section 5.e.

below. The column, panel, and diagonal elements are all axial/

bending elements and this entry defines the number of different

section properties that exist in the columns, panels, and/or

diagonals of this frame. These properties are assignable to any

or all of the columns, panels, or diagonals in the frame.

5. This entry controls the number of cards to be read in Section 5.f.

below. This entry defines the number of different types of beam

sections that exist in this frame. Beam properties may be

referenced by any number of beams in the frame.

6. This entry controls the number of different beam span loadings on

the various beams of this frame.

If no vertical loads are applied to the structure or if this is a

single column frame, enter zero for this number and skip Section

5.g. below.

7. This number is required to pre-allocate memory storage for the

concentrated loads that may exist in the beam span loading patterns.

8. This entry controls the number of cards to be read in Section 5.h.

(iii) below.

9. This entry controls the number of cards to be read in Section 5.h.

(iv) below.

10. If IPLT equals 1, the plot file will contain a plot of an elevation

of this frame, provided that the master plot control flag (Section

2.b.) is set at 2 or 3. If IPLT equals 2 the element property

55
identification numbers along with the beam span loading identifications (for loading conditions I through IV) will be plotted on the

elevation of the frame.

11. If NSCC equals 0 the program assumes that the frame levels correspond

to the lowest NS levels of the structure. If NSCC equals 1 the

user must specify the structural levels to which the frame levels

are connected by providing data in Section 5.b.

b. Story Connectivity Data (1415)

Skip this section of input data if the story connectivity code

(Section 5.a.) is 0. Otherwise provide one entry for each of the NS

levels of this frame (from top to bottom) up to fourteen entries

per card.

Column Note Variable Entry

1-5 (1) NSC Structural level number connecting

to the NS-th (top) level of this

frame

66-70 Structural level number connecting

to the (NS-13)th level of this

frame

NOTES/

1. The structural level numbers are NST (Section 2.b.) for the top

level of the structure and I for the lowest level of the structure.

All the entries in this data section must be greater than or equal

to 1 and less than or equal to NST. Also the entries must be in a

decreasing numerical sequence, though not necessarily consecutive.

56
In other words, the structural level number that the NS-th frame

level connects to must be greater than the structural level number

connecting to the (NS-l)th frame level, and so on.

The story connectivity data allows arbitrary frame/structure assembly.

With this data option it is not necessary for a frame to connect to

all diaphragms of the structure that intercept it. For example

consider an eight story structure with 12-foot story heights (96

feet tall). It is possible to model a wall which connects only to

top level (level 8) and the ground, by-passing all other levels.

Such a wall will be a one story wall with story connectivity data

for the one level of the wall being 8.

The frame level heights are automatically established based upon

the story heights of the by-passed structural levels.

This option makes it possible to model structures having more than

one independent diaphragm at any one level, structures with partial

diaphragms and buildings having supports at different elevations.

57
Frame Data (continued)

c. Bay Width Data (7FI0.0)

Skip this section of the input if the number of column lines in this

frame is one (Section 5.a.). Otherwise provide seven entries per card.

Column Note Variable Entry

1-10 (1) BW Bay width between column lines 1 and 2

°..... ... °....... .

61-70 Bay width between column lines 7 and 8

d. Sill Height Data (7FIO.O)

Skip this section of input if the number of column lines in this frame

is one (Section 5.a.). Otherwise provide seven entries per card.

Column Note Variable Entry

1-10 (2) SL Sill height between columns 1 and 2

61-70 Sill height between columns 7 and 8

NOTES/

1. The bay width is the center-to-center distance between adjacent

column lines; see Figure 3 . Bay widths are input from left to

right as one views the frame in elevation. The column line

numbers increase in the positive "t" direction, where "t" is

directed from the viewer's left to his right. Input as many cards

in this section as are required to define all bays in this frame,

at seven bay widths per card. The number of bays is always one

less than the number of column lines in the frame.

58
2. The sill depths are merely used to reduce the effective column

heights, due to sills that may exist at the foundation level in

the frame (See Figure 3 ). The sill heights may exist in every

bay. The number of sill height entries is the same as the number

of bay widths and must be entered similarly from left to right

along the positive "V direction of the frame.

59
Frame Data (continued)

e. Column/Panel/Diagonal Property Cards (15,F5.0,6FlO.O)

Provide one card in this section for each different column/panel/diagonal

section properties in this frame. The same property may be referenced

by different element types or elements.

Column Notes Variable Entry

1-5 (1) M Identification number for this

property set

6-10 (2) U Unit weight (Not for story mass

calculation)

11-20 E Modulus of elasticity

21-30 A Axial cross-sectional area

31-40 (3) XI Moment of inertia

41-50 (4) AV Effective shear area

51-60 (5) W Column width

61-70 (6) T Column thickness

NOTES/

1. Property set identification numbers must be in ascending consecutive

numerical sequence beginning with one.

A (-) sign in column 1 will indicate that this section is a rectangular section. In this case entries for A, XI, and AV are not

needed. The program will calculate these properties from the

entries for W and T as follows:

A=W*T

XI : W * W * W * T/12.

AV = A * 5./6.

60
2. U is the unit weight of the element material in force/unit volume

units (e.g., 150 pounds/cu ft* for concrete). This is used

to calculate the weight of the element. The weight is lumped into

vertical load condition I at the top ends of the corresponding

elements. The weight is based upon the clear heights for columns,

the story-to-story heights for panels and the full lengths for

diagonals. For the purpose of determining the element volume for

weight calculation the axial area (not the shear area) is used.

3. Columns, panels and diagonals must be prismatic from story level

to story level.

4. A shear area of pure zero (blank) will cause the program to exclude

the effect of shear deformations. In other words, the shear

deformations will be assumed to be zero. Effectively a pure zero

shear area is defaulted to an infinite shear area by the program.

The shear modulus is calculated from the elastic modulus assuming

a roisson's ratio of 0.2. See Figure 16.

5. The column width is used to reduce the effective length of the beams

connecting to the column. See the theoretical manual, Chapter II

Section A(iii) (18 ). For single column line frames, this use of the

column width is not applicable, as there are no beams. The column

width is also used in the automatic rectangular section property

calculation option.

6. This entry is only used if there is a (-) sign in column 1 to

activate the automatic rectangular section property calculation.

A table of factors for converting inch-pound units of measurement to

metric (SI) units is presented on page 3.

61
Equivalent Section Description Shear Area

Rectangular Section 5-

d Shear forces parallel to the b or d bd

directions

b

bf tf Wide Flange Section 5 tfbf

I Itf Shear forces parallel to the flange

Wide Flange Section

Shear forces parallel to web

Htw

t Thin Walled Circular Tube Section -N rt

Shear forces from any direction 2

Solid Circular Section 0.9 r 2

Shear forces from any direction

Thin Walled Rectangular Tube Section 2td

IShear forces parallel to d direction

d . .. General Section Ix2

Shear forces parallel to Y-direction Yt

X.a Ix = moment of inertia of section about dy

Yt Yb by

Q(y) = yn b(n)dn

Figure 16. Formulae for calculating shear areas

62
Frame Data (continued)

f. Beam Property Cards (15,F5.0,2FlO.O,2F5.0,3FO.O)

Provide one card in this section for each different beam in the frame;

skip this input if the frame has only one column line or if NBP equals

0, (Section 5.a.). See Figure 17.

Column Note Variable Entry

1-5 (1) M Identification number for this beam

property

6-10 (2) U Unit of weight (Not for story mass

calculation)

11-20 E Modulus of elasticity

21-30 (3) Xi Reference moment of inertia

31-35 AK Stiffness factor 4.0

36-40 AC Carry-over factor

41-50 (4) DB Beam depth, below diaphragm level

51-60 DA Beam depth, above diaphragm level

61-70 (5) AV or T Beam shear area or thickness

NOTES/

1. Property set identification numbers must be input in ascending

consecutive numerical sequence beginning with one.

A (-) sign in column 1 will indicate that this section is a

rectangular section. In this case an entry for XI is not needed.

The program will interpret the entry in columns 61-70 as the beam

thickness, T, and not the beam shear area, AV. The values of AV

and XI will be calculated by the program as follows:

XI = D * D * D * T/12, where, D = DA + DB

AV = D* T * 5./6.

63
2. U is the unit weight of the material in force/unit volume. This is

used to calculate the self weight of the beam, in weight/unit

length as follows: Weight/unit length = AV * U. This weight is

added to the uniform weight of load condition I for this beam. It

should be noted that the weight is based upon the shear area, and

if the shear area is not equal to the actual area of the cross

section of the beam, a compensating correction should be made to

the input value of U.

3. Beams need not be prismatic but must be symetrical.

For prismatic sections:

XI is the moment of inertia of the section,

AK = 4.0, AC = 0.5

For non-prismatic sections:

XI is the reference moment of inertia for AK and AC

See Figure 17.

DA

xI OB

0.5*L 0.5*L

Eain (XI)(AK) (A C) E (x l)(A K)

Figure 17. Beam properties

64
4. The beam depth below diaphragm, DB, is used to shorten the effective

lengths of the columns below the beam.

The beam depth above the diaphragm, DA, is used to shorten the

effective length of the column above the beam.

DA and DB are also used in the automatic beam rectangular section

property calculation.

5. This entry is the beam shear area if there is no (-) sign in column

1. If a negative sign exists in column 1, this entry is interpreted

as the beam thickness as described in note 1 above. Also see

Section 5.e. note 4.

I

65
Frame Data (continued)

g. Beam Span Loading Data

Prepare one set of data for each different type of vertical beam loading;

omit these data if this is a single column line frame or if NFEF equals 0,

(Section 5.a.). See Figure 18.

(i) First Card (215,4FI0.0)

Column Note Variable Entry

1-5 (1) M Identification number for this

vertical loading set

6-10 (2) NCON Number of concentrated loads for this

set

11-20 (3) XML Left fixed-end moment

21-30 VL Left fixed-end shear

31-40 XMR Right fixed-end moment

41-50 VR Right fixed-end shear

(ii) Second Card (3FlO.O)

Column Note Variable Entry

1-10 (4) WW Uniform force per unit length acting

downward to be added to fixed-end

forces

11-20 (5) FL Point load, acting downwards on left

column center line

21-30 FR Point load, acting downwards on right

column center line

66
FL FR ' Left Right

Col umn Col umn

Centerline Centerline

D2 P2

D1 PI

I W ~W w

MLtVL VR MR

b __ __a_

---- Col umn Face

Figure 18. Beam span loading

67
Frame Data (continued)

(iii) Concentrated Load Cards (6FIO.O)

Skip these cards if the number of concentrated loads is 0 otherwise

provide NCON pairs of values. Three pairs per card. Start with the

load at the extreme left and move right.

Column Note Variable Entry

1-10 (6) Dl Distance of load 1 from left-hand

column center line

11-20 Pl Magnitude of load 1

21-30 D2 Distance of load 2 from left-hand

column center line

31-40 P2 Magnitude of load 2

Skip to next card if number of concentrated loads is greater than 3 and

so on.

NOTES/

1. Load Set Identification Numbers must increase in consecutive numerical

sequence starting with 1.

2. NCON should be less than or equal to MCONL (Section 5.a.). NCON

controls the number of concentrated load entries to be made on the

concentrated load cards below.

3. These forces, XML, VL, XMR, and VR, must be calculated at the

outer faces of the columns below the beam, because that is where

the final member forces for the beam will be output. The input (+)

sign convention is shown in Figure 18 . In most practical

situations these forces need not be calculated as the loading can

68
be defined by the uniform load and concentrated load options below,

where the fixed-end moments are automatically calculated internally.

Also by defining the loading via the uniform load and concentrated

load options the user provides the span load distribution which

enables the program to calculate a correct span moment (moment

at the first point of zero shear, from the left column), which

otherwise will not be available in a correct form.

4. This is the superimposed uniform load. The beam self weight is

added to this load internally, if this load set is defining load

condition I for the beam. The internal calculation of the fixed

end forces is exact only for prismatic beams. The uniform load

over the column widths below, is lumped at the column center lines.

5. Loads occurring from any out-of-plane framing may be applied onto

the frame via this option.

6. Positive loads act downwards. The distances Dl, D2, . . which

define the points of load application will be interpreted as a

ratio of the total bay width if Dl, D2, . . . are less than 0,

(negative) and as actual distances measured from the left column

center line if 01, D2, . . . are greater than 0. Therefore, on a

bay width of 12 feet, a concentrated load of 2k at midspan may be

input as either (Dl = 6.0 and P1 = 2.) or

(DI = -0.5 dnd P1 = 2.)

Dl, 02, . . must be in increasing (absolute) numerical sequence.

The fixed-end forces calculated are exact only for prismatic beams

neglecting the effects of shear deformations.

69
Frame Data (continued)

h. Member Location Data

(i) Column Cards (215)

Provide one card per column from top to bottom and from left to right

of the frame (unless the data generation option is used).

Column Note Variable Entry

1-5 (1) LC Column/Panel/Diagonal property set

identification number

6-10 (2) K Number of columns in sequence below

to be generated having the same

properties

Skip the following data sections (ii), (iii), and (iv) if this is a

single column line frame.

(ii) Beam Cards (215)

Provide one card per bay from top to bottom and from left to right

in the frame (unless the data generation option is used).

Column Note Variable Entry

1-5 (3) LB Beam property set identification

number for this girder

6-10 (4) K Number of beams in sequence below

to be generated having the same

properties

(iii) Panel Cards (515)

Skip this data section if the number of panels in this frame is zero;

otherwise enter one card per panel in any order unless generation

is used.

Column Note Variable Entry

1-5 (5) LP Level identification number at the

top of this panel

70
Frame Data (continued)

Column Note Variable Entry

6-10 Bay number in which panel starts

11-15 Bay number in which panel ends

16-20 (1) PP Column/Panel/Diagonal set identification number, defining properties

of the panel

21-25 K Number of panels to be generated below

having the same properties and location in lower levels

(iv) Diagonal Cards (515)

Skip this data section if the number of diagonals in this frame is zero;

otherwise enter one card per diagonal in any order unless generation is

used.

Column Note Variable Entry

1-5 (5) LDIG Level identification number at the

top of this panel

6-10 Column line number at the lower end

of this diagonal

11-15 Column line number at the upper end

of this diagonal

16-20 (1) PDIG Column/Panel/Diagonal property set

identification number, defining

properties of diagonal

21-25 K Number of diagonals to be generated below

having the same properties and location in lower levels

NOTES/

1. This number references the column/panel/diagonal property data table

defined in Section 5.e. above. Missing columns are input as having

a property set identification number 0.

71
2. Generation is allowed only within the current column line; every

new column line must start with a new card.

3. This number references the beam property data table defined in

Section 5.f. above. Missing beams are input as having a beam

property set identification number 0.

4. Generation is allowed only within the current bay; every new bay

must start with a new card.

5. The foundation line is defined as level number zero, and the roof

level number is equal to the total number of stories in the

building.

I

72
Frame Data (continued)

i. Vertical Loading Data (515)

Provide one card per girder from top to bottom and from left to

right for every girder in the frame (unless the data generation option

is used). This data section must be omitted entirely for single column

line frames, or if NFEF (Section 5.a.) is zero.

Column Note Variable Entry

1-5 (1) LDB Beam span loading set identification

number for vertical load condition I

6-10 Beam span loading set identification

number for vertical load condition II

11-15 Beam span loading set identification

number for vertical load condition III

16-20 Beam span loading set identification

number for vertical load condition IV

21-25 (2) K Numberof beams in sequence below

having the same vertical loading as

this beam

NOTES/

1. This number references the beam span loading sets previously defined

in Section 5.g. If any beam has no superimposed loading for any

load condition the corresponding beam span loading number may be

input as 0. The self weight of the beam in load condition I is

also ignored if the entry in columns 1-5 above is zero. Loadings

applied on beams having a beam property identification (Section

5.a. (ii) above) of zero are ignored.

2. Generation is allowed only within the current bay; every new bay

must start with a new card.

73
6. FRAME LOCATION CARDS (215,4FlO.O,4A5)

Provide one card in this section for each frame in the building; the total

number of frame location cards must equal NTF, (Section 2.b.). See Figure 19.

Column Note Variable Entry

1-5 (1) M Frame identification number

6-10 IFC Force calculation code:

EQ.O; Frame forces will be calculated

EQ.l; Frame forces will not be calculated

11-20 (2) Xl Distance, Xl

21-30 Yl Distance, Yl

31-40 X2 Distance, X2

41-50 Y2 Distance, Y2

51-70 Information to be printed with the

output to identify this particular frame.

NOTES/

1. This entry refers to the frame identification number (Section 5.a.)

of the frame being placed via this frame location card. Frame

identification numbers may be repeated, but the location cards must

be input such that the frame identification numbers are in an

ascending numerical sequence starting with one.

2. The frame location is established by providing the coordinates of

two points, (Xl, Yl) and (X2, Y2) along the line defining the

direction of the frame. The local axis of the frame is then defined

by the vector directed from point 1 toward point 2. If the plan of

the structure is to be plotted these points must be located such that

they define a line which represents a plan view of the frame in

length (and, of course, in direction).

74
y

Figre 9. raue lcaton ooDiatesag

75 21
7. DATA FOR CALCULATING LATERAL SEISMIC LOADS BASED ON UNIFORM BUILDING

CODE 1979 (SEAOC CODE)

Skip this section if NUBC equals 0, (Section 2.b.) ; otherwise, provide three

cards as follows:

a. First Card (4F10.O)

Column Note Variable Entry

1-10 (1) Z USC zone factor, Z (default 1.0)

11-20 (1,3) TS Predominant period of the sc1l in seconds

21-30 (1) UBCI UBC importance factor, I (default = 1.0)

31-40 (2) GRAV Acceleration due to gravity

EQ.0; set to 32.2 ft/secP

b; Second Card (215,2F10.O)

Data associated with X direction loads or load condition A. Y direction

loads in condition A are set to 0. See Note 6 below.

Column Note Variable Entry

1-5 (4) NTOPX Level number at top of UBC triangular distribution in X-direction

LE.O; set to NST

6-10 (4) NBOTX Level number at bottom of UBC

triangular distribution in

X direction

LE.O; set to 0

11-20 (5) TX Time period of predominant X mode

LE.O; set by program, if NAT is not 0

21-30 (1) KX UBC structural type factor, K for

X direction

76
Data for Calculating Lateral Seismic Loads (continued)

c. Third Card (215,2FI0.0)

Data associated with Y direction loads or load condition B. X direction

loads in condition B are set to 0. See Note 6 below.

Column Note Variable Entry

1-5 (4) NTOPY Level number at top of UBC triangular distribution in Y direction

LE.O; set to NST

6-10 (4) NBOTY Level number at bottom of UBC

triangular distribution in Y

direction

LE.O; set to 0

11-20 (5) TY Time period of predominant Y mode

LE.0; set by program, if NAT is not

zero

21-30 (1) KY UBC structural type factor, K for

Y direction

NOTES/

1. Details of the seismic load calculation method and the definitions

of the various factors are presented in Chapter 23 of Reference 14.

2. The gravitational acceleration is used for converting the story

masses defined in Section 4 into weights for use in calculating

the UBC seismic loads.

3. TS is required for calculating the UBC soil factor, S. If TS is

not input S is assumed to be 1.5.

4. It is possible for the structural model to have levels for penthouses, basements or dummy storys for special modeling. Such levels

should not be part of the overall structural triangular lateral

force distribution as defined by the UBC. The variables NTOPX

77
and NBOTX (or NTOPY and NBOTY) define the extent of the triangular

distribution pattern. See Figure 20.

5. If this entry is not provided, and NAT is not 0, the program will

set this period equal to that of the mode having the largest

participation factor in the X direction for TX (Y direction for TY).

6. The UBC loads generated replace any lateral loads provided in

Section 4.c. and 4.d. above. However, the coordinates of the

points of application of the loads are not changed by this option.

78
NST NST - Ft

4-

3-

2-

1-

0 , 0

NOTE/

FRAME

UBC lateral distribution is over

all stories

NTOP = NST

NBOT = 0

NST -

NST- I - - Ft

NST-2 -

3-

2-

0 

r

0 7 77' NOTE/

FRAME

UBC lateral distribution is not

SMALL PENTHOUSE over all stories

NTOP = NST-1

NBOT = 1

Figure 20. UBC lateral force distribution convention

79
8. EARTHQUAKE ACCELERATION SPECTRUM CARDS

These data cards are required only if NAT equals 3 (Section 2.b.).

a. Control Card (15,5X,2FlO.0,6A5)

Column Note Variable Entry

1-5 (1) NPER Number of period cards used to define

the acceleration spectrum

6-10 (2) NMD Number of modes to be printed separately

11-20 (3) SF Scale factor for accelerations

21-30 (4) F1 Direction of earthquake input

(degrees). See Figure 2

31-40 (5) SDAMP Damping ratio of response spectrum

41-70 SHED User information to be printed with

output

b. Period Cards (2Fl0.0)

Provide NPER cards to define spectrum curve.

Column Note Variable Entry

1-10 (6) PA Period entered in increasing

numerical sequence

11-20 Spectrum acceleration

NOTES/

1. At least two cards must be provided.

2. If the responses in each mode are required to be printed separately

the output will consist of NMD extra load cases; thus the total

number of load cases printed will become (NLD + NMD) where NLD is

defined in Section 2.b. The last NMD load cases are associated

with the NMD modes requested separately. NMD must be less than or

equal to NFQ defined in Section 2.b.

80
3. This is just a multiplying factor to scale the spectrum acceleration

value input below, to amplify or reduce the spectrum intensity or to

transform the acceleration into consistent units.

4. The direction angle is measured positively clockwise from the global

Y direction.

5. The damping ratio is required for use in the CQC combination technique as outlined in the theoretical manual Chapter IV, Section E(18).

6. If the period of the mode being considered is out of the range

covered by the period range of the spectrum curve the spectral

value for the mode will be set equal to that associated with the

closest time period on the period cards that are provided.

81
9. TIME HISTORY CARDS

These data cards are required only if NAT equals 4. (See Section 2.b.)

a. Heading and Format Card (lOA3,1OA4)

Column Note Variable Entry

1-30 SHED User information to be printed with

output

31-40 (1) SFMT Time history format

If blank default format is assumed as:

(2Fl0.O) if IHTYP equals U, see below

(8F9.0) if IHTYP equals E, see below

b. Control Card (215,3FlO.O,9X,A1,FlO.O)

Column Note Variable Entry

1-5 (2) NPC Number of acceleration cards

6-10 (2) NTIME Number of sampling values

11-20 (3) SF Scale factor for accelerations

21-30 (4) FI Direction of earthquake input, (degrees)

See Figure 2

31-40 (5,2) DT Time increment for sampling

50 (6) IHTYP Time history type

EQ.U; Variable time interval; pairs are

input for each point in the history

EQ.E; Constant time interval; time spacing

HDT input once and h(t) input (only)

for each point in the history

51-60 (6) HOT Time interval spacing for IHTYP equals E

type history must be greater than zero

c. Damping Cards (15,FlO.O)

One card must be supplied for each of the NFQ modes (See Section 2.b.)

Column Note Variable Entry

1-5 N Mode number (in ascending order)

6-15 (7) DAMP Damping ratio: Modal Damping/Critical

Damping

82

- -- -- , , - ....... III..... 1 - : 1i : ' ............ ' llr ml ......... .... II ... ... . . . . .. .
Time History (continued)

d. Acceleration Data Cards

The acceleration data depends upon the type of time history (U or E).

(i) If IHTYP equals U (using default format)

Provide one card for each time point on the history

Column Note Variable Entry

1-10 (6) PA(l,l) Time at point I

11-20 PA(2,1) Acceleration value at point 1

(ii) If IHTYP equals E (using default format)

Provide as many cards needed to define the history at eight points per card.

Column Note Variable Entry

1-9 (6) PA(2,1) History value at time O*HDT

10-18 PA(2,2) History value at time l*HDT

19-27 PA(2,3) History value at time 2*HDT

64-72 PA(2,8) History value at time 7*MDT

NOTES/

I. SFMT is used as a variable format by the program. As such, it must

be enclosed in parentheses and conform to the rules of FORTRAN; for

example:

(8FI0.O)

(12F6.0)

(6E12.3)

The program does not decode the format and therefore cannot detect

an illegal format; illegal formats will cause the program to abort.

83
2. This history is input as a table of NPC points. Suppose, for example,

the history appears as follows:

a(t)

2J

5

tl t2 t3 t4 t5 t6 t7

In this case, NPC is 7. The value of the acceleration at any time

between two successive input time ordinates (t4 and t5 , say) is

calculated by linear interpolation. NPC must be greater than 1.

By convention, the first acceleration value must be associated with

a time equal to 0. Time must always increase from time step to

time step. Constant time over two consecutive time steps is an

error condition. The time span covered by the NPC specifications

must be greater than NTIME * DT

3. This is just a multiplying factor to scale the time history

acceleration values provided below to amplify or reduce the acceleration intensity or to transform the acceleration into consistent units.

4. The direction angle is measured positively clockwise from the global

Y direction.

84
5. The time span over which the time history analysis is carried out

is given by NTIME * DT. Member forces and displacements are

calculated after every DT seconds, ending up with NTIME

values for each output component. The maximum of the NTIME values

for each component is what is printed. Since explicit integration

is used in computing the response, numerical instability problems

are never encountered and the time increment may be any desired

sampling value that is deemed fine enough to capture the maximum

response values. One-tenth of the time period of the highest mode

is usually a good recommended value; however, a larger

value may give just as accurate a sampling if the contribution of

the higher modes is small.

6. IHTYP defines the method that the program is to use in reading the

time history input. If IHTYP is "U", the program exnects to read

pairs of time and associated history value according to the format

SFMT; with this method of input HOT is ignored by the program.

If, IF1IYPis "E", the program will read history values (only) at

equal intervals along the t-axis, using the input format SFMT;

HOT is the t axis spacing for history value input.

7. The damping is represented as a fraction of the critical damping;

therefore, it must be less than 1.0.

85

Ak
10. LOAD CASE DEFINITION CARDS (215,9F5.0,2A6)

Load cases for the complete building are defined as a linear combination

of the vertical loading conditions (I through IV), the lateral loading

conditions (A and B), and the earthquake spectrum and time-history loading

conditions. One card must be entered in this section for each different

structural load case; the total number of building load cases is controlled

by NLD (Section 2.b.). These data cards should not be supplied if NAT

equals 1 (Section 2.b.).

Column Note Variable Entry

1-5 M Load case number

6-10 IXM Absolute load condition code:

EQ.l; The absolute values (signs ignored)

of the forces and displacements

from the load conditions are used

in the formulation of a load case.

Signs on the multipliers are not

ignored

EQ.O; No signs are ignored

11-15 (1) XM Multiplier for vertical load condition I

16-20 Multiplier for vertical load condition II

21-25 Multiplier for vertical load condition III

26-30 Multiplier for vertical load condition IV

31-35 Multiplier for lateral load condition A

36-40 Multiplier for lateral load condition B

41-45 Multiplier for dynamic loading I

46-50 Multiplier for dynamic loading 2

51-55 Multiplier for dynamic loading 3

56-67 Load case identification information

86
NOTES/

1. If NAT (Section 2.b.) equals 0 or 2 (i.e. static analysis),

dynamic loadings 1, 2, and 3 are inactive, any multipliers entered in

the columns associated with these loadings will have a null effect on

the load case.

If NAT equals 3 (i.e., static analysis with response spectrum analysis),

all dynamic loading conditions are active as follows:

Dynamic loading I Response spectrum combination by SRSS

Dynamic loading 2 : Response spectrum combination by ABS

Dynamic loading 3 : Response spectrum combination by CQC

If NAT equals 4 (i.e., static analysis with time-history analysis),

only dynamic loading 3 is active and contain the response maxima

from the time-history analysis.

87
11. LAST CARD

The last card in the input stream must be an end card to terminate execution.

Column Note Variable Entry

1-3 (1) ISTOP The word "END"

NOTES/

1. If this card is not there the program will "bomb".

8

88
CHAPTER VII: EXAMPLES

The following are a set of data cases compiled to demonstrate the capabilities

of the CTABS8O computer program.

In order to limit the volume of the material presented here, only representative samples of the complete output produced by the program are included.

8

89
A. Example I

(i) Description

This is a four story structure consisting of a series of frame and

shear walls. The structure is analyzed for dead and live loads and

for lateral static seismic loads acting in the longitudinal and

transverse directions of the structure. Time periods and mode

shapes are evaluated.

(ii) Significant options of CTABS80 activated

1. Mass properties calculated automatically

2. Section properties calculated automatically

3. Automatic fixed-end force calculations

4. UBC lateral loads calculated automatically

5. Plotting

6. Static analysis, vertical and lateral

7. Stress output

(iii) Comments

The example demonstrates modeling of frames and shear walls with

beam and column elements, shear walls being modeled as wide

col umns.

90
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ALONG LINES 2_U AND (4 

91
Computers/Structures International 4009 Webster Street SHEET No OF

OAKLAND, CALIFORNIA 94609 CALCULATED ..... DATE X. 2 Bo!

(415) 658-9151 CHECKED BY DATE

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B. Example 2

(i) Description

This is a three story structure laterally braced with eccentrically

braced frames in one direction and A-frames in the other direction.

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(ii) Significant options of CTABS8O activated

1. Bending diagonal element usage

2. Pin base modeling

3. Plotting

4. Static lateral load analysis

(iii) Comments

This example illustrates how the new diagonal element can be

used to effectively model complex situations. Bending stiffness

of the diagonal element allows inclined members to participate

in the sturctural frame action.

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C. Example 3

(i) Description

This three story building has complex shear wall framing on three

of the four sides of the structure. The fourth side is open. The

structure is analyzed for lateral seismic loads in two directions.

Time periods and mode shapes are evaluated.

(ii) Significant options of CTABS80 activated

1. Mass properties calculated automatically

2. Section properties calculated automatically

3. Shear panel usage

4. UBC loads calculated automatically

5. Plotting

6. Static lateral load analysis

(iii) Comments

This example demonstrates modeling of complex shear wall syrtems.

Discontinuous shear walls and shear walls with arbitrarily

located openings can very effectively be modeled as shown in

this example.

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D. Example 4 (a and b)

(i) Description

This three story L-shaped braced frame structure is subjected to

dynamic loads. Example 4a is response spectrumdynamics and Example 4b

is time history dynamics. In both examples the dynamic ground exitation is in the X direction.

(ii) Significant options of CTABS80 activated

1. Mass properties calculated by program

2. Non-bending (axial only) diagonal element usage

3. Dynamic analysis, response spectrum, and time history

4. SRSS, ABS, and CQC modal combination techniques

5. Uncombined modal output

(iii) Comments

Only two modes of the structure were included in the analysis.

Comparison of the response spectrum and the time history results

indicate that the SRSS and the ABS combinations highly overestimate the time history results in the frames normal to the

direction of excitation. Where as the SRSS combination underestimates the time history results in the frames parallel to the

direction of the excitation, the ABS combination comes very close.

However, the CQC combination estimates the time history results

accurately for all frames, due to the fact that this method performs

an algebraic modal summation on closely spaced modes and the

effects are dramatic in situations like these where high modal

cross coupling exists.

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E. Example 5 (a and b)

(i) Description

This seven story structure is a moment resisting frame subjected

to dynamic response spectrum (5a) and time history (5b) loads.

(ii) Significant options of CTABS80 activated

1. Soil stiffness modeling with dummy story (PILES)

2. Response spectrum dynamics

3. Time history dynamics

(iii) Comments

The time periods of this structure are well spread apart. In

such situations the modal cross correlation matrix deflates to

an identity matrix so that the CQC and SRSS techniques give

virtually identical results as illustrated by the output of

example 5a.

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F. Example 6

(i) Description

This structure is a 4-story concrete block shear wall parking garage

with partial diaphragms. Wall type 3 engages all diaphragms, where

all other walls connect only to the two levels associated with the

corresponding segment of the structure.

(ii) Significant option of CTABS80 activated

1. Frame/story special connectivity

2. Partial diaphragm modeling

3. Modeling of walls having bases at different elevations.

(iii) Comments

Level 1 is a dummy level for base fixity of higher walls. Wall

types 1 and 3 do not connect to this level. A zero story height in

the story data will model a condition where two diaphragms exist

separately at the same level. In other words if the story height

of level 4 is input as 0 (instead of 4) it will be established at the

same elevation as level 3.

186
26'

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ALL WALL'S Agg "C~~tT

EXAMPLE 6

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AD-AL05 513 COMPUTERS/STRUCTURES INTERNATIONAL OAKLAND CA F/6 13/13

USER'S GUIDE: COMPUTER PROGRAM FOR THREE-DIMENSIONAL ANALYS Is 0 ETC( U)

AUG a I E L W ILSON, H H DOVEY, A HABIBULLAH

UNCLASSIFIED WES-IR-K-_A1_9

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REFERENCES

1. Wilson, E.L., Habibullah, A.

"Three Dimensional Static and Dynamic Analysis of Multistory Frame

and Shear Wall Buildings," NISEE, University of California, Berkeley,

California, February 1977.

2. Wilson, E.L., Dovey, H.H.

"Three Dimensional Analysis of Building Systems - TABS," EERC, Report

No. 72-8, University of California, Berkeley, California, December 1972.

3. Wilson, E.L., Habibullah, A.

"A Program for Three-Dimensional Static and Dynamic Analysis of Multistory Buildings," Structural Mechanics Software Series, Vol. II,

University Press of Virginia, 1978.

4. Peterson, F.E., Blissmer, F.B., Kirby, R.W.

"LATERAL - A Computer Program for the Three Dimensional Analysis of

Multistory Frame and Shear Wall Buildings," Engineering Analysis

Corporation, Redondo Beach, California

5. Clough, R.W., King, I.P., Wilson, E.L.

"Structural Analysis of Multistory Buildings," ASCE Journal of the

Structural Division, August 1963.

6. Clough, R.W., Bunuska, K.L., Wilson, E.L.

"Inelastic Earthquake Response of Tall Buildings," 3rd World

Conference on Earthquake Engineering, New Zealand, January 1965.

7. Seed, H.B., Idriss, I.M.

"Influence of Local Soil Conditions on Building Damage Potential

During Earthquake," Earthquake Engineering Research Center Report

No. EERC 69-15, University of California, Berkeley, California,

December 1969.

8. Clough, R.W.

"Deficiencies in Current Seismic Design Procedures,"

"Civil Engineering Frontiers in Environmental Technology," A Program

193
of Public Lectures to Commemorate the Dedication of Raymond E. Davis

Hall, Department of Civil Engineering, University of California,

Berkeley, California, October 1969.

9. Muto, Kiyoshi

"Seismic Analysis of Reinforced Concrete Buildings," Ist World

Conference on Earthquake Engineering, Berkeley, California, 1956.

10. Wilson, E.L., Kiureghian, A.D., Bayo, E.

"A Replacement for the SRSS Method in Seismic Analysis," University

of California, Berkeley, California, January 1980.

11. Blissmer, F.B., Kirby, R.W., Peterson, F.E.

"EASE2 - Elastic Analysis for Structural Engineering," Engineering/

Analysis Corporation, Redondo Beach, California, 1979.

12. Bathe, K.J., Wilson, E.L., Peterson, F.E.

"SAPIV - A Structural Analysis Program for Static and Dynamic Response

of Linear Systems," EERC Report No.73-11, June 1973, Revised April

1974.

13. Clough, R.W.

"Earthquake Analysis by Response Spectrum Superposition," Bulletin

of the Seismological Society of America, Vol. 52, No. 3, July 1962.

14. International Conference of Building Officials

"Uniform Building Code," Whittier, California, 1979.

15. Wilson, E.L., Hollings, J.P., Dovey, H.H.

"ETABS, Three Dimensional Analysis of Building Systems (Extended

Version)," EERC Report No. 75-13, University of California, Berkeley,

California, April 1975.

16. Nathan M. Newnark, Consulting Engineering Services

"A Study of Vertical and Horizontal Earthquake Spectra," U.S.

Government Printing Press Office, Washington, D.C., April 1973.

17. Habibullah, A., Peterson, F.E.

E2SPEC-A Time History Post Processor for EASE2," Engineering/Analysis

Corporation, Redondo Beach, California, 1979.

194
I

18. Wilson, E.L., Dovey, H.H., Habibullah, A.

"Theoretical Basis for CTABS80: A Computer Program for ThreeDimensional Analysis of Building Systems," Technical Report K-81-2,

1981, U. S. Army Engineer Waterways Experiment Station, Vicksburg,

Mississippi.

I

195

I
APPENDIX A: CONTROL CARDS FOR USING CTABS80

Cynernet Scope 3.4. CDC Sunnyvale, California

1. The following set of control cards will create a tape from a card deck

of the CTABS80 program. These control cards will store the program

in absolute form on the tape. The program can be recalled from the

tape and used when needed, as shown below.

TABS8O,NT1.

USER,CSINTWC ,ASHRAF.Usracutnifom in

PROJECT,*USA*.Usracutn ifoain

FTN,OPT=2.

NOGO~,TABS8O.

REQUEST,TT,NT,SV ,RING.

REWIND,TT ,TABS8O.

COPYBF,TABS8O,TT.

789 - Eor Card

Source deck of TABS 80

6789 -Eof Card

2. The following set of control cards will recall the program from the

tape created above and execute it with data provided by the user.

TABS8O,NT1.

j ~~~USER,CSINTWC,ASHRAF.Usracutn ifom in

PROJECT,*USA*.Usracutn ifomin

REQUSTTNVSNiiiii. iiiiii is a six character identification REQUSTTNVSNiiiii. of the tape created in the run above

REWIND,TT ,TABS8O.

COPYBF ,TT ,TABS8O.

UNLOAD,TT.

REW INDJABS8O.

TABSBO.

REWINDTAPE9.

COPY ,TAPE9 ,IUTPUT.

789 - Eor Card

TABS 80 Data

6789 - Eof Card

Al
APPENDIX B: CARD IMAGE LISTING OF EXAMPLE PROBLEMS

B.i

Bi
4 C444 444444444444444444 . . . .. 4 4 4 

44 . . .

4 

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In accordance with letter from DAEN-RDC, DAEN-ASI dated

22 July 1977, Subject: Facsimile Catalog Cards for

Laboratory Technical Publications, a facsimile catalog

card in Library of Congress MARC format is reproduced

below.

Wilson, Edward L.

User's guide, computer program for three-dimensional

analysis of building systems (CTABS80) : final

report / by Edward L. Wilson, H.H. Dovey, Ashraf Habibullah

(Computers/Structures International). -- Vicksburg, Miss. : U.S. Army Engineer Waterways Experiment Station Springfield, Va. : available from NTIS, [1981].

208 p. in various pagings : ill. ; 27 cm. -- (Instruction report / U.S. Army Engineer Waterways

Experiment Station ; K-81-9)

Cover title.

"August 1981."

"Prepared for Office, Chief of Engineers, U.S. Army,

Washington, D.C."

"Monitored by Automatic Data Processing Center, U.S.

Army Engineer Waterways Experiment Station."

"A report under the Computer-Aided Structural

Engineering (CASE) Project."

Bibliography: p. 193-195.

Wilson, Edward L.

User's guide, computer program for three ... 1981.

(Card 2)

1. Buildings. 2. Computer programs. 3. CTABS8O (Computer

program). 4. Structural frames. 5. Structures, Theory of.

I. Dovey, H.H. II. Habibullah, Ashraf. III. Computers/

Structural International. IV. United States. Army.

Corps of Engineers. Office of the Chief of Engineers.

V. U.S. Army Engineer Waterways Experiment Station.

Automatic Data Processing Center. VI. Title VII. Series:

Instruction report (U.S. Army Engineer Waterways

Experiment Station) K-81-9.

TA7.W34i no. K-81-9

.... ... .. ...

i
WATERWAYS EXPERIMENT STATION REPORTS

PUBLISHED UNDER THE COMPUTER-AIDED

STRUCTURAL ENGINEERING (CASE) PROJECT

Title Date

Technical Report K-78-1 List of Co;puter Programs for Computer-Aided Structural Engineering Feb 1978

Instruction Report 0-79-2 User's Guide: Computer Program with Interactive Graphics for Mar 1979

Analysis of Plane Frame Structures (CFRAME)

Technical Report K-80-1 Survey of Bridge-Oriented Design Software Jan 1980

Technical Report K-80-2 Evaluation of Computer Programs for the Design/Analysis of Jan 1980

Highway and Railway Bridges

Instruction Report K-80-1 User's Guide: Computer Program for Design/Review of Curvi- Feb 1980

linear Conduits/Culverts (CURCON)

Instruction Report K-80-3 A Three-Dimensional Finite Element Data Edit Program Mar 1980

Instruction Report K-80-4 A Three-Dimensional Stability Analysis/Design Program (3DSAD)

Report 1: General Geometry Module Jun 1980

Instriction Report K-8(0-6 Basic User's Guide: Computer Program for Design and Analysis Dec 1980

of Inverted-T Retaining Walls and Floodwalls (TWDA)

Instruction Report K-80-7 User's Reference Manual: Computer Program for Design and Dec 1980

Analysis of Inverted-T Retaining Walls and Floodwalls (TWDA)

Technical Report K-80-4 Documentation of Finite Element Analyses

Report 1: Longview Outlet Works Conduit Dec 1980

Report 2. Anchored Wall Monolith, Bay Springs Lock Dec 1980

Technical Report K-80-5 Basic Pile Group Behavior Dec 1980

Instruction Report K-81-2 User's Guidei Computer Program for Design and Analysis of Sheet

Pile Walls by Classical Methods(CSHTWAL)

Report 1 Computational Processes Feb 1981

Report 2 Interactive Graphics Options Mar 1981

Instruction Report K-81-3 Valbdation Report. Computer Program for Design and Analysis of Feb 1981

Inverted-T Retaining Walls and Floodwalls (TWDA)

Instruction Report K-81-4 Users Guide Computer Program for Design and Analysis of Mar 1981

Cast-in-Place Tunnel Linings (NEWTUN)

Instruction Report K-81-6 User's Guide Computer Program for Optimum Nonlinear Dynamic Mar 1981

Design of Reinforced Concrete Slabs Under Blast Loading

(CBARCS)

Instruction Report K-81-7 User's Guide. Computer Program for Design or Investigation of Mar 1981

Orthogonal Culverts (CORTCUL)

Instruction Report K-81-9 User's Guide: Computer Program for Three-Dimensional Analysis Aug 1981

of Building Systems (CTABS80)