Computer education of influence lines for continuous beams
by Richard Andrew Ehlert
A thesis submitted in partial fulfillment of the requirements for the degree of Master of Science in Civil
Engineering
Montana State University
© Copyright by Richard Andrew Ehlert (1985)
Abstract:
The education of fundamental engineering principles through increased use of general purpose analysis
computer programs is a topic of concern among educators. The student must maximize learning
efficiency if computer literacy and fundamental concepts are to be learned simultaneously.
A user-friendly, interactive, color-graphics computer program has been developed for teaching the
fundamental concept of influence lines for continuous beams. The theorem of three moments and
moment-area theorems are the fundamental principles presented, developed, and applied throughout the
program.
Results of two types of problems using the computer program are presented. The two problems indicate
the numerous capabilities for use of the program in teaching influence line concepts to students. COMPUTER EDUCATION OF INFLUENCE LINES
FOR CONTINUOUS BEAMS
by
Richard Andrew Ehlert
A thesis submitted in partial fulfillment
of the requirements for the degree
of
Master of Science
in
Civil Engineering
M O NTA NA STATE U N IV E R S ITY
1
Bozeman, Montana
November 1985
© CO PYRIG HT
by
Richard Andrew Ehlert
1985
All Rights Reserved
M378
Ehsb
C’Op.
ii
APPROVAL
of a thesis submitted by
Richard Andrew Ehlert
This thesis has been read by each member of the thesis committee and has been found
to be satisfactory regarding content, English usage, format, citation, bibliographic style,
and consistency, and is ready for submission to the College of Graduate Studies.
Date
Chairperson, Graduate Committee
Approved for the Major Department
^
I
Head, Major Department
Approved for the College of Graduate Studies
Date
Graduate Dean
^
Ni
STATEM ENT OF PERMISSION TO USE
In presenting this thesis in partial fulfillment of the requirements for a master's degree
at Montana State University, I agree that the Library shall make it available to borrowers
under rules of the Library. Brief quotations from this thesis are allowable without special
permission, provided that accurate acknowledgment of source is made.
Permission for extensive quotation from or reproduction of this thesis may be granted
by my major professor, or in his absence, by the Dean of Libraries when, in the opinion of
either, the proposed use of the material is for scholarly purposes. Any copying or use of
the material in this thesis for financial gain shall not be allowed without my permission.
T
iv
ACKNOWLEDGMENTS
The author wishes to express his appreciation to Dr. F. F. Videon for his guidance,
assistance, and encouragement during the preparation of this thesis.
A special appreciation is extended to Mr. Dimitri Nesterenko, retired Chief Structural
Engineer for Stanley Consultants Inc. of Muscatine, Iowa. His concern for the education
and understanding of fundamental engineering principles is reflected in this thesis.
The author also wishes to thank the following individuals and companies for their
assistance:
Burt Barker, Integrated Software Systems Corporation, San Diego, California
Carol Bittinger, MSU Computing Services, Bozeman, Montana
Dal Burkhalter, MSU Computing Services, Bozeman, Montana
V
TABLE OF CONTENTS
Page
A P P R O V A L .....................................................
ii
STATEM ENT OF PERMISSION TO USE. .
Hi
ACKNOWLEDGMENTS .............. ..................
iv
TABLE OF C O N TE N TS .............................. ..
v
L IS T O F TABLES............................................
vii
L IS T O F FIG URES..........................................
viii
N O M E N C LA TU R E ......................... ................
ix
ABSTRACT .....................................................
xi
Chapter
Influence Line Computer Program
History of Influence Lines..............
2
EQUATION D E V E L O P M E N T .........
3
Sign Convention..............................
Three-Moment Equation................
Influence Line Equations..............
COMPUTER PROGRAM . . '.............
Hardware and Software..................
General Characteristics ...................
Introduction................................
Development of Influence Lines
Application of Influence Lines .
Limitations : ................................
<o <Q r-'. r-. co m
III.
I
co
II.
IN T R O D U C T IO N ................................
co co'd-
I.
1
vi
TABLE OF CONTENTS-Continued
Page
IV.
COMPUTER PROGRAM E X A M P L E S ___ ..............................................................
10
Development E xam p le.......................................................
Application Example.................................................................................................
Computer Analysis.......................................................................................
10
15
15
S U M M A R Y ......................................................................................................................
25
B IB L IO G R A P H Y .......................................................................................................................
26
APPENDICES..............................................................................................
29
V.
Appendix A — Three Moment Equation.............. ......................................... ................
Appendix B — Influence Line Equations.................................................
Computation of Support Mom ents........................................................................
Moment Influence Line Equation..........................................................................
Shear Influence Line Equation ............................
Reaction Influence Line Equation............................................................
Deflection Influence Line E q u a tio n ................................................................
Appendix C — Computer ProgramListings.....................................................
30
34
35
36
37
37
38
40
viii
L IS T O F FIGURES
Figures
Page
1. Sign convention..............................................
3
2.
Three-span continuous beam.......................
4
3.
Free-body diagram of span n .....................;
5
4.
Computer program main menu....................
7
5.
Computer program introduction menu . . .
7
6 . Computer program development menu . . ,
8
7.
Computer program application menu . . ..
9
8 . Span tenth-points.........................................
9
9.
Application examples beam.........................
10
10.
Development of influence lines. Phase I . ,
11
11. Development of influence lines, Phase II.
12
12.
Development of influence lines, Phase III ,
13
13.
Application of influence lines, Phase I. . .
16
14.
Application of influence lines, Phase Il . .
18
15. Application of influence lines, Phase III .
19
16.
Application of influence lines, Phase IV .
20
17. Two adjacent spans of a continuous beam
31
18.
Free-body diagrams, spans n and n+1 . . .
31
19.
Unit load elastic weight diagram ..............
35
20.
Partial free-body diagram of span n .........
36
21.
Free-body diagram of support n ..............
38
vii
LIST OF TABLES
Tables
Page
1. Shear Influence Line Ordinates..................................................................................
14
2.
Span Moment InfluenceLine O rdinates....................................
17
3.
Data for Beam Loading in Figure 1 5 ...........................................................................
21
4.
Data for Beam Loading in Figure1 5 . ...............................................................
22
5.
Data for Beam Loading in Figure 1 6 ...........................................................................
23
6 . Data for Beam Loading in Figure 1 6 ...........................................................................
24
7.
Tektronix 4027 Initialization Program .....................................................................
41
8 . Influence Line Program.................................................................................................
42
ix
NO MENCLATURE
A
^ rv
point at which influence line is developed
An+1
elastic weight diagram area, spans n and n+1 respectively
n + l^ o
shear at left end of span n+1 when unit load occupies span n+1
nB0
shear at right end of span n when unit load occupies span n
E
modulus of elasticity
■*-n' -*-n+1
moment of inertia, spans n and n+1 respectively
M
internal beam moment
Mg
support moment at left end of span n
M n- T , M n, M n + ’j
support moment, supports n - 1, n, and n+1 respectively
Mo
single-span moment due to unit load, measured at point where
influence line is developed
Mr
support moment at right end of span n
Mx
moment at point of unit load application
P
concentrated point load
R
sum of elastic weight diagram reactions on either side of a given
support
Re,n, RC,n+1
left reaction of elastic weight diagram, spans n and n+1 respectively
Rn
beam reaction at support n
Rr,n' Rr,n+1
right reaction of elastic weight diagram, spans n and n+1 respec­
tively
V
internal beam shear
Ve
shear at left end of span n
V e,rr V e,n +1
shear left of supports n and n+1 respectively
V0
simple-span shear due to unit load, measured at point where influ­
ence line is developed
Vr
shear at right end of span n
V r,n - 1' v r,n
shear right of supports n -1 and n respectively
Vx
shear at point of unit load application
an ' an+1
distance to unit load from left end of span, spans n and n+1 respec­
tively
^rr ^n+1
distance to unit load from right end of span, spans n and n+1
respectively
crv cn+1
distance to elastic weight diagram centroid from left end of span,
spans n and n+1 respectively
c^n' ^n +1
distance to elastic weight diagram centroid from right end of span,
spans n and n+1 respectively
Cn '£n+1
span length, spans n and n+1 respectively
n - 1 , n, n+1
span or support numbers
X
distance from left end of span to point where influence line is
developed in that span
^ n --I' ^ n ' ^n + 1
settlement at supports n - 1, n, and n+1 respectively
A0
simple-span deflection due to unit load, measured at point where
influence line is developed
A X
deflection at point of unit load application
V l
beam rotation to right of support n-1
9n
beam rotation to left of support n
5 'n
beam rotation to right of support n
9 n+ 1
beam rotation to left of support n+1
ABSTRACT
The education of fundamental engineering principles through increased use of general
purpose analysis computer programs is a topic of concern among educators. The student
must maximize learning efficiency if computer literacy and fundamental concepts are to
be learned simultaneously.
A user-friendly, interactive, color-graphics computer program has been developed for
teaching the fundamental concept of influence lines for continuous beams. The theorem of
three moments and moment-area theorems are the fundamental principles presented, devel­
oped, and applied throughout the program.
Results of two types of problems using the computer program are presented. The two
problems indicate the numerous capabilities for use of the program in teaching influence
line concepts to students.
I
CHAPTER I
INTRO DUCTIO N
The integration of computer usage into engineering curriculums presents educators
and practicing engineers with an important question: How well do graduating engineers
understand fundamental engineering concepts? Current engineering programs at universi­
ties throughout the country incorporate general purpose analysis computer codes as aids in
teaching engineering principles [5,7,9,19]. This has led to what Yener and Ting refer to as
the "black box approach" to educating engineers [21 ].
This "black box approach" has resulted in two diversions from quality engineering
education. First, time normally spent on understanding fundamental engineering concepts
is being spent on learning and using the software and hardware capabilities [12,13,15].
Knowing the capabilities allows the students to solve complex problems in minimal
amounts of time. Secondly, students often accept computer solutions of complex prob­
lems without an ability to interpret and verify their validity. The combination of these two
educational deficiencies can lead to a student misconception that knowledge of fundamen­
tal principles is unnecessary for engineering applications.
Influence Line Computer Program
The computer program listed in Table 8 (Appendix C) is an example of how the
"black box" education of engineers can be reversed. The program was developed to serve
as a teaching aid in the instruction of influence lines for continuous beams, Included w ith­
in the program are three concepts fundamental to the education of influence lines:
2
(1) Presentation and application of theory.
(2 ) Interactive student computation of influence line ordinates.
(3) Application of influence lines.
History of Influence Lines
The analysis of continuous beams is believed to have been first published by Navier
in his paper Lecons in 1826. Actual application of Navier's analysis came in 1850 with the
design and construction of the Britannia Bridge over the Menai Straits by Robert Stephen­
son [6 ].
In 1857, Clapeyron reviewed continuous bridge development, citing Stephenson's
Britannia Bridge as an example, in his work Comptes Rendus. Clapeyron is credited with
being the first person to recognize that if the bending moments of the supports of a con­
tinuous beam were known, then all internal forces and deflections could be known. Even
though Clapeyron first presented the theorem of three moments in 1848, it wasn't until
1855 that Bertot achieved priority for publishing the theorem [6 ].
Although work by Bresse in 1865 and Winkler in 1862 approached the concept of
influence lines for continuous beams, it was not until 1906 that Mohr published the con­
cept. Mohr also went on to develop theorems relating beam slope and deflection to elastic
weight moment diagrams, known today as the moment-area theorems [ 6 ].
The theorem of three moments by Clapeyron and the moment-area theorems by
Mohr provide the theoretical basis used in the computer program.
3
CHAPTER Il
EQUATION DEVELOPMENT
Sign Convention
The internal force sign convention used for the development of all equations is shown
in Figure I . All externally applied loads and beam deflections are positive when acting
downward. Beam reactions are positive when acting upward.
+ M(^* -
—
—Jl+M
Moment
+V
+V
-V
-v
Shear
Figure I . Sign convention.
Three-Moment Equation
The continuous beam shown in Figure 2 is a statically indeterminate structure. One
method of reducing the beam in Figure 2 to a statically determinate structure is to solve
for the moments at the two interior supports. Application of the general 3-moment equa­
tion (Eq. 12, Appendix A) yields:
2M 2 (—
+ — ) + M 3 ( — ) = —6 Ri
( I )
4
K2
K2
K3
I2
I2
Is
M 2 ( — ) + 2M 3 ( — + — ) - - GR2
(2)
where R 1 and R 2 are dependent on the magnitude and location of concentrated load P.
Equations I and 2 are solved simultaneously for unknown support moments M 2 and M 3 ,
and the beam in Figure 2 is statically determinate. Each span of the beam is also statically
determinate, and the internal forces and deflections can be computed at any point on the
beam.
1
Al
«
2
3=
t
I
Ip
T
3
H .
J-I
J-2
1I
» , _______ [ 2 _____„ +_
4
T
ZLl
J -3
* 3 _____„
Figure 2. Three-span continuous beam.
Influence Line Equations
Influence lines can be developed for the beam in Figure 2 by setting the concentrated
load P equal to unity and moving the load across the beam. Each new position of the unit
load generates new values for internal support moments. Thus it is possible to develop
expressions for the internal forces and deflections in a given span in terms of the support
moments at each end of the span.
Every point on a continuous beam has a unique influence line for the moment, shear,
and deflection at that point. Point A in Figure 3 defines the point, in an arbitrary span n,
at which an influence line is to be developed. Equations have been developed in Appendix
B for computing ordinates of influence lines at point A and are given in Equations 3, 4,
and 5. These equations compute the influence line ordinates at the unit load position,
assuming point A is located in span n.
5
Figure 3. Free-body diagram of span n.
M x - M 0 + Mg (I - — ) + M r ( — )
Mr - Mg
V x = Vo +
x(Cn-x )
[Mg(2Cn- x ) + M r (Cn+x)]
Ax ' A° +
A general equation for reaction influence lines is also developed in Appendix B, and
given in Equation 6 . Rn denotes that Equation 6 is used to compute influence line ordi­
nates for a reaction influence line at support n.
Rn = nBo + n+1 A o +
m
^ 1I - )
-
Mn (— + — !— ) + M n+1 ( - ^ - )
*n
Kn+1
Kn+1
(6)
6
CHAPTER III
COMPUTER PROGRAM
Hardware and Software
The computer program is written in V A X FORTRAN programming language and uses
the V A X /V M S operating system, version V 4 .1 [8 ] . The program currently operates on a
DEC V A X 11/780 minicomputer, and uses a TE K TR O N IX 4027 color graphics terminal.
A software package called DISSPLA [11] was also implemented to take advantage of the
T E K T R O N IX 4027 graphics capabilities.
General Characteristics
The computer program in Appendix C was developed with two basic philosophies in
mind: ( I) to be user-friendly and. (2) to be easy to modify. Thus, the program is menudriven and the user can proceed throughout the program by responding with appropriate
alphanumeric or numeric input. All user input is checked for correctness to eliminate prob­
lems arising from non-appropriate responses. The computer code contains several .comment
statements for increasing the readability of the program.
Upon actual running of the program, a main menu as shown in Figure 4 is displayed.
Each topic in the main menu is independent of the others and has its own execution menu.
Each main menu topic has a unique educational purpose, but all topics should be explored
for a complete understanding of influence lines. The content of each main menu topic will
^ now be presented.
7
M A IN MENU
(A) INTRO DUCTIO N
(B) D E V ELO P M E N TO F INFLUENCE LINES
(C) APPLICATION OF INFLUENCE LINES
(D) END OF PROGRAM
PLEASE SELECT ONE OF THE ABOVE:
Figure 4. Computer program main menu.
Introduction
The introduction segment of the program is intended to acquaint the user with all
information necessary for program execution. This segment also serves as an introduction
to concepts used later in the development and application segments. As shown in Figure 5,
the user can choose from a variety of sub-topics. Each sub-topic contributes to a total
understanding of program execution and continuous beam influence lines.
IN T R O D U C T IO N MENU
(A)
(B)
(C)
(D)
(E)
(F)
(G)
(H)
Continuous presentation of all introductory material
Program purpose ;
Graphical definition of a continuous beam
Graphic examples;of influence lines
Presentation of theory
Limitations
Nomenclature
Return to Main Menu
PLEASE SELECT ONE OF THE ABOVE: _
Figure 5. Computer program introduction menu.
Development of Influence Lines
The purpose of this segment is two-fold in nature: (I) present to the user a develop­
ment of influence line equations from fundamental theorems and (2 ) allow the user to
apply the influence line equations and develop any particular influence line. Sub-topics
8
(A) and (B) in Figure 6 present the development of influence line equations for.the user.
Sub-topic (C) in Figure 6 is interactive, and allows the user to specify data for a 2, 3, or
4-span continuous beam. Sub-topic (D) in Figure 6 is also interactive and the user must
correctly answer, questions dealing with variables in the influence line equations. Any
incorrect user input results in a repeat of the previous question. An example problem
using sub-topics (C) and (D) is presented in Chapter IV.
B iy E L O P M E N T MENU
(A) Concept of influence lines
(B) Influence line equations
(C) Beam physical data input
(D) Computation of influence line ordinates
(E) Return to Main Menu
PLEASE SELECT ONE OF THE ABOVE: _
Figure 6 . Computer program development menu.
Application of Influence Lines
The application segment of the program allows the user to define a particular contin­
uous beam problem and use his knowledge of influence lines to determine maximum inter­
nal forces and deflections. Through an educated trial and error procedure, the user can
determine which dead load and live load combination produces worst cases.
Figure 7 shows sub-topics available to the user in the application segment. Sub-topic
(A) in Figure 7 allows user definition of a specific continuous beam. Sub-topic (B) in
Figure 7 allows viewing of any influence line for the beam specified in sub-topic (A).
Sub-topic (C) in Figure 7 allows the user to specify a variety of dead and live loads for the
beam specified in sub-topic (A). Sub-topic (D) in Figure 7 allows the user to define or
re define the beam loads, and view moment, shear, or deflection curves for the beam. An
example problem using the application segment is presented in Chapter IV.
9
A P P L IC A T IO N MENU
(A) Beam physical data input
(B) Display of influence lines
(C) Beam load data input
(D) Application of DL & LL to influence lines
(E) Return to Main Menu
PLEASE SELECT ONE OF THE ABOVE: _
Figure 7. Computer program application menu.
Limitations
Graphical aesthetics and scope of work have resulted in imposing several limitations
on types of continuous beams and loads. These limitations are provided for the user in the
introduction segment of the computer program.
Computation of all influence lines and their respective ordinates is restricted to span
tenth-points. Figure 8 shows the tenth-point numbering system used throughout the com­
puter program. In addition, all moment envelope, shear envelope, and deflection curve
ordinates are computed at span tenth-points.
I
4
I
I I I I
I
I I I I
I
I I
2-SPAN
I
i
I
I I I I I I I I I
►
3-SPAN
___________ W
4-SPAN
Figure 8 . Span tenth-points.
I I I I I I I I I
___________
10
CHAPTER IV
COMPUTER PROGRAM EXAMPLES
The following example problems exhibit the computer program capabilities within
the development and application segments. All questions, prompts for user input, and
graphical displays are as they actually appear during program execution. Unfortunately,
the examples do not duplicate the color graphics and exact screen displays of the program.
All user input in the examples has been double-underlined. The continuous beam shown in
Figure 9 will serve as the model for both examples.
10
15
10
IT
k
100
I , ft4
T
150
1 50
l
¥
Figure 9. Application examples beam.
Development Example
The information provided in Figures 10, 11, and 12 indicates the general procedure
for using the computer program to compute influence line ordinates. The shear equation in
Figure 11 was developed from Equation 4. Development of Equation 4 is given in subtopic (B) from Figure 6 , and the user should view the shear equation derivation before
using it to compute influence line ordinates. A hard copy of influence line ordinates
requested in Figure 12 is given in Table I.
11
M A IN MENU
(A) INTRO DUCTIO N
(B) D EVELO PM ENTO F INFLUENCE LINES
. (C) APPLICATION OF INFLUENCE LINES
(D) END OF PROGRAM
PLEASE SELECT ONE OF THE ABOVE:
D iY E L O P M E N T MENU
(A) Concept of influence lines
(B) Influence line equations
(C) Beam physical data input
(D) Computation of influence line ordinates
(E) Return to Main Menu
PLEASE SELECT ONE OF THE ABOVE:
BEAM PHYSICAL DATA INPUT
Specify number of spans (2, 3, or 4): _3_
S U ffO R J COORDINATE INPUT
Support No. I coordinates are (0.0, 0.0)
Specify x, y for Support No. 2 (ft):
100.0, 0.0
Specify x, y for Support No. 3 (ft):
250.0, 0.0
Specify x, y for Support No. 4 (ft):
400.0, 0.0
M O M ENT OF IN ER TIA INPUT
Moment of Inertia for Span No. I (ft.'4 ):
10.0
Moment of Inertia for Span No. 2 (ft.*4):
15.0
Moment of Inertia for Span No. 3 (ft.*4):
10.0
Modulus of Elasticity, E (ksi):
29000.
BEAM PHYSICAL DATA O.K. (Y /N ):
develo pm ent menu
(A) Concept of influence lines
(B) Influence line equations
(C) Beam physical data input
(D) Computation of influence line ordinates
(E) Return to Main Menu
PLEASE SELECT ONE OF THE ABOVE:
Figure 10. Development of influence lines. Phase I.
_D_
12
I
6
L1 , . . I . .I
I
0
0.0
. .
11
I
.
.
2
TOO
0.0
16
21
26
. . I . . . . I . . . . I . . ■
3
250
0.0
31
■I
4
400
0.0
10th POINTS
Support No.'s
x-coord (ft)
y -coord (ft)
BEAM WITH IOTH POINTS
-
I----------------- 1-------------------------- 1-------------------------- 1 -
COMPUTATION MENU
(A) Support Moment I.L.
(B) Span Moment I.L.
(C) Shear I.L.
(D) Reaction I.L .
(E) Deflection I.L.
(F) Return to Development Menu
PLEASE SELECT ONE OF THE ABOVE:
SHEAR I.L. ORDINATES
Please specify 10 th -point for which the influence line will be developed:
J8.
Would you like to review the equations used for computing the ordinates (Y/N)?
SHEAR EQUATION
SPAN
No. 2
------------------
Mt “ Mi
V x = Vo
n + — --------Kj
The "K" term is independent of the unit load position and need be input only once.
Length of Span No. 2, V (ft):
Specify IOth point position of unit load:
Figure 11. Development of influence lines, Phase II.
150.0
Y
13
I
6
11
.I.
I ■ ■ . . I . . . Lm_
2
I
100
0
0.0
0.0
I I kip
16
21
26
31
. . . I . . . . m
Im . . . . I . . ■ ■ I
4
3
400
250
0.0
0.0
10th POINTS
Support No.'s
x-coord (ft)
y -coord (ft)
BEAM W ITH IOTH POINTS
0.71
Shear I.L. at IOth-Point No. 18
With a unit load at IOth point 14, the moments at the interior supports are:
Moment at Support No. 2 = -11.94 ft-kips
Moment at Support No. 3 = -5 .8 0 ft-kips
Using a hand calculator and recalling equations given earlier for Vq, the student must now compute
and enter the value for V Q.
V0 =
^0 30
All terms in the equation(s) have now been defined, and solution for the I.L. ordinate is:
V x = -0 .2 6 kips at IOth Point No. 14
Note that the influence line ordinate has been plotted on the beam above.
Do you want to compute another ordinate (Y/N)?
_N_
Plot the total influence line (Y/N)? _Y^
Hard copy of influence line ordinates (Y/N)?
Y
Computation Menu
(A) Support Moment I.L.
(B) Span Moment I.L.
(C) Shear I.L.
PLEASE SELECT ONE OF THE ABOVE:
(D) Reaction I.L.
(E) Deflection I.L.
(F) Return to Development Menu
_F_
Figure 12. Development of influence lines, Phase III.
14
Table I . Shear Influence Line Ordinates.
Type:
Shear
Location:
SPAN
IO th-Point
I Oth-POINT
---------------------------------\
\
1
1
2
3
4
5
6
7
8
9
10
11
2
11
I 2
13
14
I 5
16
I 7
I 8
1.8
19
20
21
3
21
22
23
24
25
26
27
2.3
29
39
31
\
I . L.
No.
13
ORDI NATE
------------ -------------------- \
0.000
0 . 0 21
0.040
0.057
0.071
0.079
0.081
0.075
0.061
0.036
0.000
0.000
-0.072
- 0 . 1 60
-0.259
-0.367
-0.480
-0.595
-0.708
0.292
0.185
0.086
0.000
0.000
-0.068
-0.114
-0.141
- 0 . 1 52
-0.1 4 8
- 0 . 1 33
- 0 . 1 OS
-0.076
-0.039
0 . 0 00
15
Application Example
Figure 13 provides the general procedure for viewing any type of influence line.
Because the development and application segments of the computer program are indepen­
dent of each other, the user must first specify beam physical data, as in Figure 10, before
displaying any influence lines. A hard copy of influence Iineordinates requested in Figure
13 is given in Table 2.
By viewing a variety of influence lines, the user can determine which dead load and
live load combination will produce maximum moments, shears, or deflections. An example
of specifying and revising beam DL and LL is provided in Figures 14, 15, and 16. Hard
copies of data requested in Figures 15 and 16 is given in Tables 3 , 4 , 5, and 6 .
Computer Analysis
Ordinates for moments, shears, reactions, and deflections were computed by directly
applying dead and live loads to computed influence lines. As a result, the span tenth-point
values for internal forces, reactions, or deflections may deviate slightly from exact values.
Although an independent check was used to verify computer results, no guarantee is given
that the method of analysis will work for all combinations of beam geometry and applied
loadings.
16
IOth-POlNTS
4
400
0.0
BEAM WITH IOTH POINTS
SPAN MOMENT INFLUENCE LINE(S)
Support No.'s
x-coord (ft)
y-coord (ft)
29.63
-29.63
M A IN MENU
(A) INTRODUCTION
(B) DEVELOPMENT
(C) APPLICATION OF INFLUENCE LINES
(D) END OF PROGRAM
PLEASE SELECT ONE OF THE ABOVE:
C
APPLICATION MENU
(A)
(B)
(Cl
(D)
(E)
Beam physical data input
Display of influence lines
Beam load data input
Application of DL & LL to influence lines
Return to Main Menu
PLEASE SELECT ONE OF THE ABOVE:
B
INFLUENCE LINE MENU
(A) Support Moment I.L.
(B) Span Moment I.L.
(Cl Shear I.L.
PLEASE SELECT ONE OF THE ABOVE:
(D) Reaction I.L.
(E) Deflection I.L.
(F) Return to Application Menu
B
Specify 10th-point from above: 26
Hard copy of influence line ordinates (Y/N)?
Press "D " to display another influence line or "R " to return to Influence Line Menu
INFLUENCE LINE MENU
(A) Support Moment I.L.
(B) Span Moment I.L.
(C) Shear I.L.
PLEASE SELECT ONE OF THE ABOVE:
(D) Reaction I.L.
(E) Deflection I.L.
(F) Return to Application Menu
F
Figure 13. Application of influence lines, Phase I.
R
17
Table 2. Span Moment Influence Line Ordinates.
Type:
Span
Location:
SPAN
IOth-POINT
Moment
IOth-Point
I.L .
No.
26
ORDI NATE
\ ----------------\ ----------------------------- \ ----------------------------------------- \
I
I
0.000
2
10
0.261
0.505
0.718
0.884
0.987
I .011
0.939
0.758
0.450
Tl
0.000
3
4
5
6
7
8
9
I I
0.000
12
- 0.888
-1.895
-2.901
-3.789
-4.441
-4.737
-4,559
-3.789
-2.309
13
I 4
15
16
17
18
19
20
21
21
22
23
24
25
26
27
28
29
30
31
0.000
0.000
3.450
8.1.79
14.045
20.905
28.618
22.042
I 6.034
10.453
5 . 1 55
0.000
18
APPL[ C A ! I_QN MENU
(A) Beam physical data input
(B) Display of influence lines
(C) Beam load data input
(D) Application of DL & LL to influence lines
(E) Return to Main Menu
'
PLEASE SELECT ONE OF THE ABOVE:
BEAM LOAD DATA INPUT
The student can now apply dead loads and live loads to the beam specified in part (A).
For purposes of visualizing the effects of loads on a continuous beam, the application of
one dead load, one live load, and a combination of DL & LL is sufficient.
DEAD LOAD INPUT
Dead loads will be assumed as being uniformly distributed and constant for all spans.
Specify uniform DL (k /ft):
1.00
L IV E LOAD INPUT
Although a continuous beam may experience several types of live loads, it is possible to
illustrate live load effects on continuous beams by using either uniformly distributed
loads or AASHTO truck loads.
Live load will be: (A) zero
(B) uniformly distributed
(C) AASHTO truck load
PLEASE SELECT ONE OF THE ABOVE:
Specify uniform LL (k/ft):
0.50
APPLLQ A Tm N MENU
(A) Beam physical data input
(B) Display of influence lines
(C) Beam load data input
(D) Application of DL & LL to influence lines
(E) Return to Main Menu
PLEASE SELECT ONE OF THE ABOVE: _D_
APPLICATIONS OF DL & LL TO INFLUENCE LINES
You have specified a uniformly distributed LL of 0.50 (k/ft) to be applied to various
spans of the beam. Please specify which spans the LL will occupy:
LL will occupy Span No. I (Y/N)? _Y_
LL will occupy Span No. 2 (Y/N)? _N_
LL will occupy Span No. 3 (Y/N)? _Y_
Figure 14. Application of influence lines. Phase 11
19
10.00
15.00
10.00
LL = 0.50 k /ft
DL = 1.00 k /ft
I
(ft.M )
x-coord (ft)
y-coord (ft)
BEAM LOADING
3321 ft-kips
Curve Legend
DL + LL
-3321 ft-kips
MOMENT ENVELOPES
APPLICATION OPTIONS
(A)
(B)
(C)
Display moment envelopes, shear envelopes, or deflections
Revise DL or LL
Return to Application Menu
PLEASE SELECT ONE OF THE ABOVE:
^A
DISPLAY OPTIONS
(A)
(B)
Display moment envelopes
Display shear envelopes
(C) Display deflection curves
(D) Return to Application Options
PLEASE SELECT ONE OF THE ABOVE:
^A
Press "C " to continue . . . C
DISPLAY OPTIONS
(A)
(B)
Display moment envelopes
Display shear envelopes
(C) Display deflection curves
(D) Return to Application Options
PLEASE SELECT ONE OF THE ABOVE:
JD
Would you like a hard copy of all envelope ordinates and reactions for this beam (Y/N)? _Y_
Figure 15. Application of influence lines, Phase III.
20
LL = 0.50 k /ft
DL = 1.00 k /ft
10.00
15.00
10.00
400
0.0
x-coord (ft)
y -coord (ft)
BEAM LOADING
2947 ft-kips
Curve Legend
DL + LL
MOMENT ENVELOPES
APPLICATION OPTIONS
(A)
(B)
(C)
Display moment envelopes, shear envelopes, or deflections
Revise DL or LL
Return to Application Menu
PLEASE SELECT ONE OF THE ABOVE: _B_
DL
O K. (Y/N )? X
LL
O K. (Y/N)? X
Revise uniform LL to AASHTO truck LL (Y/N)?
X
Revise uniform LL magnitude (Y/N)? _N,
Revise spans occupied by uniform LL (Y/N)? _Y_
LL will occupy Span No. I (Y/N)? X
LL will occupy Span No. 2 (Y/N)? X
LL will occupy Span No. 3 (Y/N)?
N
APPLICATION OPTIONS
(A)
(B)
(C)
Display moment envelopes, shear envelopes, or deflections
Revise DL or LL
Return to Application Menu
PLEASE SELECT ONE OF THE ABOVE: A
DISPLAY OPTIONS
(A)
(B)
Display moment envelopes
Display shear envelopes
(C) Display deflection curves
(D) Return to Application Options
PLEASE SELECT ONE OF THE ABOVE:
A
Figure 16. Application of influence lines, Phase IV.
-29 47 ft-kips
Table 3. Data for Beam Loading in Figure 15
» > »
BEA1I LOAD
DATA
<<«<
>»>>
SPAN
S>AN
DL
IOth-POINT
DL
ENVELOPE ORDI NATES
<<«<
MOMENT
( f t - k ip)
SHEAR
(kip)
DEFLECTI ON++
(ft)
I C
11
0.00
311.60
523.19
634.79
646.38
557.98
369.57
81.17
-307.24
-795.64
-1384.05
36.16
2 6 . 16
16.16
6.16
- 3 . 84
-13.84
-23.84
-33.84
-43.84
-53.84
-63.84
0.000000
0.004230
0.007753
0.010064
0.010894
0. 01G216
0.008243
0.005424
0.002450
0.000253
0.000000
11
12
13
I 4
I 5
I 6
I 7
I 8
I 9
2C
21
-1384.05
-483.90
191.25
641.40
366.55
866.69
641.M
191.99
-482.86
-1382.71
-2507.57
6 7 . 51
5 2 . SI
37.51
2 2 . 51
7 . 51
-7.49
-22.49
-37.49
-52.49
-67.49
-82.49
0.000000
0.003701
0.009276
0.014298
3. 017151
0.017026
0.013922
0.008648
0.002819
-0.001141
0.000000
21
22
22
24
25
26
27
28
25
3C
31
-2507.57
-1244.31
-206.05
6 0 7 . 20
11 9 5 . 4 6
1558.72
I 696.97
1610.23
1298.49
761.74
0.00
91.72
76.72
61.72
4 6 . 72
31.72
1 6 . 72
1. 72
-13.28
-28.28
-43.28
-58.23
0.000000
0.010592
0.028091
0.046902
0.062643
0.072146
0.073452
0.065817
0.049708
0.026805
0.000000
LL
\ ---------------------------- --------------------------------------------------------\
UNI FORM
Ck/ft)
Ck/ft)
( TYPE
AASHTO TRUCK
: DOT : DLS :
I
2
RAS)**
\ --------------- \ ------------------------ \ ------------------- \ ------------------------------------- ---------------------------\
1
I.CO
0.50
------
2
I.CO
0.00x
------
3
I.CO
0.50
4
5
6
7
8
9
\ --------------- \ ------------------------ \ — ............. - - N ---------------------------------------------------------------- X
**
TYPE:
H10-44,
DOT
:
directio n
DLS
:
distance
RAS
:
rear
of
to
axle
>>>>>
SUPPORT
Hi 5 - 4 4 ,
H20-44,
truck
front
SUPPORT
DL
OR H S 2 0 - 4 4
travel
wheels
spacing,
HS15-44,
feet
from
Support
( HSI 5 - 4 4
REACTI ONS
(kips)
LL
No.
& H$ 2 0 - 4 4
1,
feet
only)
<<< <<
DL + LL
I
36.16
23.94
60.10
2
131.35
21.34
I 52.69
3
174.21
47.65
221.86
4
58.28
32.07
90.36
\ -------\ --------------- N-.................X---------------- X.......... .........X
++
D eflection
is
(+)
measured
downward.
Table 4. Data for Beam Loading in Figure 15
>>>>>
SPAN
IOth-POINT
LL
ENVELOPE ORDI NATES
<<<«
MOMENT
SHEAR
(ft-kip)
(kip)
>>>>>
DEFLECTION++
SPAN
DL + LL
I O t h - F O I NT
(ft)
ENVELOPE ORDI NATES
MOMENT
(ft-kip)
A
5
6
7
8
9
I C
I I
0.00
214.42
378.83
493.25
557.66
572.08
536.50
450.91
315.33
129.75
-105.84
23.94
I * . 94
13.94
8 . 94
3 . 94
-1.06
-6.06
-11.06
-16.06
-21.06
-26.06
3.000000
3. 004431
3.008368
3.011419
0.013308
0.013851
3.013105
0.011064
3.007963
3.004127
0.000000
I I
12
I 3
1A
15
16
17
I 8
I 9
20
21
-105.84
-176.67
-247.50
-318.33
-389.16
-459.99
-530.82
-531.65
-672.48
-743.31
-814.14
-4.72
-4.72
-4.72
-4.72
- 4 . 72
-4.72
-4.72
- 4 . 72
-4.72
-4.72
- 4 . 72
0.000000
- C . 005909
-0.011183
-3.015568
-0.018810
-0.02C653
-0.0 20845
-0.019130
-0.015254
-0.008962
0.000000
21
22
23
24
25
26
27
28
29
3C
31
-814.14
-226.48
248.68
611 . 3 5
361.51
999.18
1024.34
937.01
737.17
424.84
0.00
4 2 . 93
35.43
2 7 . 93
23.43
I 2.93
5.43
-2.Q7
- 9 . 57
-17.07
-24.57
-32.07
0.000000
3.012047
0.025415
0.037545
0.046482
0.050877
0.049991
0.043686
0.032434
0.017311
3.000000
I
2
4
5
6
7
8
9
1C
11
0.000000
C . 008661
0.016122
0.021482
0.024202
0.024093
3.021348
C . 016488
0.010413
0.004379
0 . OOCOOO
11
I 2
12
14
15
16
I 7
I 8
I 9
20
21
-1439.85
-660.57
-56.25
323.07
477.38
406.70
111.02
-409.66
-1155.35
-2126.03
-3321.71
6 2 . 79
4 7 . 79
32.79
1 7 . 79
2 . 79
-12.21
-27.21
-42.21
- 5 7 . 21
-72.21
-87.21
0.000000
-0.002207
-0.0 01907
-0.0 01270
-0.001659
-0.0 03628
-0.3 06923
-0.010482
-0.012435
-0.0 10103
0.000000
21
22
22
24
25
26
27
28
29
3C
21
-3321.71
-1470.79
42.63
1218.55
2056.97
2557.39
2721.32
2547.24
2035.66
1136.58
0.00
134.64
112.14
8 9 . 64
67.14
44.64
2 2 . 14
- 0 . 36
-22.86
-45.36
-67.56
-90.36
0.000000
0.022639
0.053506
0.084447
0.109125
0.123023
0.123442
0.109503
0.052142
0.044116
0.000000
\ .................\ ----------------- ----------- X
is
(♦)
measure d
downward
++
X
6 3 . 10
45.10
3 3 . 10
1 5 . 10
0.10
-14.90
-29.90
-44.90
-59.90
-74.90
-89.90
3
D eflection
DEFLECTI ON++
(ft)
0.00
526.01
902.02
1128.03
1204.05
1130.06
936.07
532.08
5.09
-665.90
-1459.88
2
++
SHEAR
(kip)
X
1
I
2
<<<«
— .......... — x — ................ X------------------ \
D e flec t ion
is
<♦)
measured
downward
NJ
NJ
Table 5. Data for Beam Loading in Figure 16
>>>>>
>>>»
SEAM LOAD
DATA
SPAN
SPAN
OL
Ck/ f t )
I
I . CO
0.00
—
2
I . CO
0.50
—
I.CO
( TYPE
TYPE:
H10-44,
DOT
:
direction
DLS
:
distance
SAS
:
rear
SUPPORT
< « «
IOth-POINT
MOMENT
( f t-kip)
SHEAR
(kip)
DEFLECTI ON++
(ft)
I
2
3
4
5
6
7
f
S
10
11
0.00
3 1 1.6 0
523.19
634.79
646.38
557.98
369.57
81.17
-307.24
-795.64
- I 384.05
3 6 . 16
2 6 . 16
16.16
6.16
- 3 . 84
-13.84
-23.84
-33.84
-43.84
-53.84
-63.84
0.000000
0.004230
0.007753
0.010064
0.010894
0.010216
0.008243
0.005424
0.002450
0.000253
0.000000
11
12
I 3
14
I 5
16
I 7
i a
I 9
2C
21
-1384.05
-483.90
191.25
641.40
866.55
866.69
641.84
191.99
-482.86
-1382.71
-2507.57
6 7 . 51
52.51
3 7 . 51
2 2 . 51
7 . 51
-7.49
-22.49
-37.49
-52.49
-67.49
-82.49
0.000000
0. 003701
0.009276
0.014298
0.017151
0.017026
0.013922
0.008648
0.002819
-0.001141
0.000000
,
HI 5 - 4 4 ,
of
to
axle
RA S) **
—
4
>>>>>
AASHTO TRUCK
: DOT : DLS :
0.00
.
**
ENVELOPE ORDI NATES
LL
UNI FORM
<k/ft >
3
DL
<<«<
H20-44,
truck
front
wheels
spacing,
SUPPORT
HS15-44,
OS H S 2 0 - 4 4
travel
feet
from
(H SI 5 - 4 4
REACTI ONS
DL
Support
I,
feet
& H S2 0 - 4 4 o n l y )
(kips)
<<< <<
LL
X
No.
DL + LL
X
I
56.16
-5.86
30.30
2
131.35
44.34
I 75.69
3
I 74.21
39.45
213.66
4
53.28
-2.93
55.35
21
-2507.57
91.72
0.000000
22
-1244.31
7 6 . 72
0.010592
23
-206.05
61.72
0. 028091
24
607.20
4 6 . 72
0.046902
25
1195.46
31.72
0.062643
26
1558.72
16.72
0.072146
27
1696.97
1.72
0.073452
28
1610.23
-13.28
0.065817
29
1298.49
-28.28
0.049708
3C
761.74
-43.28
0.026805
31
0.00
-58.28
0.000000
\ ...............X................................\ --------------------------- X .................................. X---------------------------- \
++
D eflection
is
<+)
measure d
downward.
NJ
Ca)
Table 6. Data for Beam Loading in Figure 16.
>>> > >
SPAN
IOth-FOINT
LL
ENVELOPE
ORDI NATES
MOMENT
Cft-Vi(A)
>>>>>
<<<«
SHEAR
(Vio)
DE F L E CT I ON + +
(ft)
Sd AN
ENVELOPE
ORDI NATES
<< < < <
IOth-FOINT
MOMENT
(ft-kip )
SHEAR
(kip)
DEFL ECTI ON++
(ft)
4
5
6
7
8
9
10
11
0.00
-58.62
-117.24
-175.86
-234.47
-293.39
- 351 .71
-410.33
-468.05
-527.57
-586.18
-5.86
- 5 . 36
-5.86
- 5 . 86
-5.86
-5.86
-5.36
-5.86
-5.86
- 5 . 86
-5.86
0.000000
-3.002316
-0.004492
-0.006387
-0.007861
-0.008773
-0.008984
-0.008352
-0.006738
-0.004001
0.000000
I
2
3
4
5
6
7
8
5
IC
I I
0.00
252.98
405.95
458.93
411.91
264.88
17.86
-329.16
-776.18
-1323.21
-1970.23
3 3 . 30
20.30
1 0 . 30
0 . 30
-9.70
-19.70
-29.70
-39.70
-49.70
-59.70
-69.70
0.000000
0.001914
3.003261
3.003677
0.003033
3.001443
-0.300741
-3.002928
-0.004287
-0.003748
0.000000
11
12
I 3
14
I 5
16
I 7
I 8
I 9
2C
21
-536.18
-65.28
343.13
639.03
822.43
893.34
851.74
697.65
431 . 0 5
51.96
-439.64
3 8 . 48
30.98
2 5 . 48
15.98
8 . 48
0.98
- 6 . 52
-14.02
-21.52
-29.02
-36.52
0.000000
0.007759
0.015821
0.022717
0.027335
0.029166
3.027806
0.023454
0.016663
0.008391
0.000000
11
12
13
I 4
I 5
16
I 7
I 8
I 9
2C
21
-1970.23
-549.18
534.38
1280.43
1688.98
1760.03
1493.59
889.64
-51.81
-1330.76
-2947.20
105.99
83.49
60.99
38.49
15.99
- 6 . 51
-29.01
-51.51
-74.01
-96.51
-119.01
0.000000
0.011461
0.025096
0.037015
0.044536
0.046192
0.041728
0.332102
0.019482
0.007250
0.000000
21
22
22
24
25
26
27
28
29
30
31
-439.64
-395.67
-351.71
-307.75
-263.78
-219.32
-175.36
-131.59
-87.93
-43.96
0.00
2 . 93
2.93
2.93
2.93
2.93
2.93
2.93
2.93
2 . 95
2.93
2.93
0.000000
-0.0 06751
-0.011370
-0.014094
-0.015160
-0.0 14805
-0.0 13265
-0.010778
-0.007580
-0.003908
0.000000
21
22
23
24
25
26
27
28
29
3C
31
I
2
v-------------V
++
DL+LL
D eflection
is
<♦>
measured
downward.
++
-2947.20
-1639.98
- 5 5 7 . 76
299.46
931.68
1338.90
1521.12
1478.34
1210.56
717.78
0.00
--------\ ~ ------------------------X-
D eflection
is
(♦)
94.65
79.65
64.65
49.65
34.65
1 9 . 65
4.65
- 1 0 . 35
-25.35
-40.35
-55.35
measured
3.000000
0.003841
3.016721
0.032808
0.347483
3.357341
3.360187
0.05503
0.042128
0.022897
0.000000
\ ----------------------------
downward.
25
CHAPTER V
SUMMARY
The trend toward using general purpose analysis computer programs for educating
civil engineers can create a false sense of student understanding of fundamental engineering
principles. Education of fundamental principles cannot be neglected if the integrity of the
engineering profession is to be maintained.
A computer program has been developed for use as an aid in teaching the fundamen­
tal concept of influence lines for continuous beams. The speed of the computer and the
user-friendly nature of the color graphics computer program follows Albert Einstein's view
of teaching: ", . . Teaching should be such that what is offered is perceived as a valuable
gift, and not as a hard duty" [20 ] .
It is not possible for a student to understand the total influence line concept from use
of this computer program alone. However, it does provide a good supplement to material
presented in the classroom. The capability of presenting and understanding fundamental
principles for all types of continuous beams is beyond the scope of the computer program
and this paper. Benefits derived from use of this program would serve as an interesting
topic for future research.
26
BIBLIOGRAPHY
27
BIBLIOGRAPHY
1. American Association of State Highway and Transportation Officials, Standard Speci­
fications for Highway Bridges, ISth-Ed., Washington, D.C., 1983.
2.
American Institute of Steel Construction, Inc., Manual o f Steel Construction, Sth-Ed.,
Chicago, Illinois, 1980.
3.
Anger, Dr. -Ing. Georg, Ten-Division Influence Lines for Continuous Beams, Sth-Ed.,
New York: Frederick Ungar Publishing Co., 1956.
4.
Anger, Dr. -Ing. Georg, and Tramm, Karl, Deflection Ordinates for Single-Span and
Continuous Beams, New York: Frederick Ungar Publishing Co., 1965.
5.
Chalabi, A. Fattah, "An Interactive Software System for Competency and Project
Oriented Civil Engineering Education," Proceedings o f the Second Conference on
Computing in Civil Engineering, New York: American Society of Civil Engineers,
1980, pp. 4 06 -4 1 7.
6 . Charlton, T. M., "Beam Systems," In A History o f Theory o f Structures in the Nine­
teenth Century, Chapter 2, Cambridge, Great Britain: Cambridge University Press,
1982, pp. 14-34.
7.
Craig, Robert John, "Computers in Civil Engineering Undergraduate Education,"
Proceedings o f the Second Conference on Computing in Civil Engineering, New
York: American Society of Civil Engineers, 1980, pp. 419-423.
8 . Digital Equipment Corporation, Programming in VAX FO RTRA N, Version 4.0,
Northboro, Massachusetts, September, 1984.
9.
Dill, John C., "Computer Graphics and Computer-Aided Design at Cornell's College
of Engineering," Proceedings o f the National Conference bn University Programs in
Computer-Aided Engineering, Design, and Manufacturing, Provo, Utah: BYU Univers­
ity Press, 1983, pp. 18-24.
10.
Gerald, Curtis F., Applied Numerical Analysis, Reading, Massachusetts: AddisonWesley Publishing Co., 1970, pp. 162-166.
11. Integrated Software Systems Corporation, DISSPLA Users Manual, Version 10.0, San
Diego, California, 1985.
12.
Kamel, Hussein A ., "Interactive Graphics as a Tool in Teaching Structural Analysis,"
Journal o f the Structural Division, Proceedings of the American Society of Civil
Engineers, Vol. 104, No. ST 8 , August, 1978, pp. 1299-1314.
28
13.
Meyer, Christian, "User-Oriented Programming," Proceedings o f the Second Confer­
ence on Computing in Civil Engineering, New York: American Society of Civil Engi­
neers, 1980, pp. 5 8 -6 6 .
14.
Rogers, David F., Chalmers, David, and Richardson, J. D., "Interactive Graphics and
the Uniform Beam in Engineering Education,'' Proceedings o f the Second Conference
on Computing in Civil Engineering, New York: American Society of Civil Engineers,
1980, pp. 4 3 6 -4 5 7 .
15.
Scardina, J. J., Nopratrarakorn, V ., and Buchanan, G. R., "Computer Graphics as a
Teaching Aid," Proceedings o f the Second Conference on Computing in Civil Engi­
neering, New York: American Society of Civil Engineers, 1980, pp. 430 -4 3 5.
16.
Tektronix, Inc., 4 02 7 Color Graphics Terminal-Operators Manual, Beaverton, Oregon,
March, 1979.
17.
Tektronix, Inc., 4027 Preliminary Programmers Reference Guide, Beaverton, Oregon,
June, 1978.
18.
Timoshenko, S. P., and Young, D. H., "BEAMS AND FRAMES," In Theory o f Struc­
tures, Chapter V I II , New York: McGraw-Hill, 1945, pp. 332-355.
19.
Uicker, John J., and Bollinger, John G., "Computer-Aided Engineering at the Univers­
ity of Wisconsin-Madison," Proceedings o f the National Conference on University
Programs in Computer-Aided Engineering, Design, end Manufacturing, Provo, Utah:
BYU University Press, 1983, pp. 49-52.
20.
Vild, Kathlene A., "The Civil Engineering Degree: Education or Training?", Journal
o f Professional Issues in Engineering, Vol. I TO, No. 1„ January, 1984, pp. 25-30.
21.
Yener, Muzaffer, and Ting, Edward C., "Integrating Fundamentals and Computer
Usage," Journal o f Professional Issues in Engineering, Vol. 110, No. I , January, 1984,
pp. 31-36.
APPENDICES
30
APPENDIX A
THREE-M O M ENT EQUATION
31
Two adjacent spans, n and n+ 1 , of a transversely loaded continuous beam are shown
in Figure 17. Free-body diagrams of spans n and n+1 are shown in Figure 18.
r r
n-i
r
n
In
In
IL
n+i
j TH-I
4 ------------- ----------------►
Figure 17. Two adjacent spans of a continuous beam.
IP,
I Pz
IP3
In-, C --------- ---------------------Xn
I
Vr.n-I
I
\ ) M n ---
x I
I Vr,n
rI , n
In
----) M n + l
rI.n + 1
I*----------(b)
Figure 18. Free-body diagrams, spans n and n+1.
Slope-deflection relationships are applied to the elastic weight diagrams of each span
to yield expressions for beam slope at supports n -1 , n, and n+1. For span n, the slopes
0 n I and 0 n at supports n -1 and n, respectively, are:
0n- I
^n- I
3 E In
or
C
I
C
6 E Ir
^n
M n en
E V n
6 E l,
A n cn
^n c
E V n
3 EIr
For span n+1, the slopes d'n and 0n+1 at supports n and n+1, respectively, are:
0'
^ n 8n+ 1
A n+1 dn+1
Mn+1 en+ 1
^ E In+i
E I n + -| e n + 1
6 E In+i
(8)
32
®n+ 1
■
n+ '
+
6 E I n+,
^ n +1 cn+1
---------------------------------------------- .
E I n + 1 «n+ ,
+
^ n + 1 en+1
(
10 )
(
11)
(
12)
3 E I h+1
Slope compatability at support n requires:
d n = " 5n
and the resulting 3 -moment equation for a straight continuous beam is:
®n+1
®n+1
Mn_ • ) ( — ) + 2M n ( — + ------- ) + M n+i ( -------- ) = - 6 R
" In
In +1
^ n cn
where
^ n + 1 ^n+i
In en
and
A n cn
(13)
+
In +1 ^n+1
right reaction of transverse loading elastic weight diagram in span n,
In en
and
A n+1 dn+1
left reaction of transverse loading elastic weight diagram in span
In + I er
n+ 1 .
Equation 12 assumes that the modulus of elasticity, E, is constant for the entire beam and
therefore does not appear.
If supports n -1 , n, and n+1 in Figure 17 undergo vertical displacements, An_1, An, and
An+ 1, then the rotations at support n become:
6.
^ n - I en
A n cn
6 E In
E I n Sn
M n Cn
A n - A n- 1
(14)
and
^ n Cn+1
A n+1 dn+1
^ ^ In +1
^ In +1 ®n + 1
0'
I ^ n + 1 ^n + 1
A n+1
An
(15)
n+ 1
Satisfying slope compatability at support n yields the 3-moment equation for a continuous
beam with uneven supports:
n
iviH -I
+ 2M n (
j Tl
n-t+-11
n
17 + L
[n^
+1T 1 +
6 R + 6E (
r
n+1 1L
"" Ah-1
An'+1 " A r
(
16)
APPENDIX B
INFLUENCE LINE EQUATIONS
35
The principal philosophy behind developing influence lines involves positioning a unit
load on a structure, and determining internal forces and deflections at all points within the
structure. For each unit load position on a continuous beam, moments are generated at the
supports. If the support moments are known, each span is statically determinate, and equa­
tions can be developed for computing internal forces and deflections at any point within a
given span. These equations are then used to compute influence line ordinates for various
types of influence lines.
Computation of Support Moments
The 3 -moment equation given in Equation 12 is used to determine support moments
for a beam subjected to a unit load. A continuous beam having n spans will generate n-1
equations when the 3-moment equation is applied. Moment coefficient terms on the left
side of Equation 12 are functions of beam geometry and constant for any given beam.
The R term on the right side of Equation 12 is a function of unit load position and
can be defined in terms of unit load position from Figure 19. The left and right reactions
h zr
n -|
j
zr
In
n
n
(a) unit load span n
k --------- ^ —
(b) elastic weight diagram
Figure 19. Unit load elastic weight diagram.
of the unit load elastic weight diagram are:
R r,n
A unit load positioned in span n+1 yields:
*1
36
bfi+l ^n + 1
Re'n+'
6
e
V
i
^n+1*
V
i
n
_
an+1 ^n +1
Rr'n + ' =
66V
an+V
i en t ,
Therefore, the sum of elastic weight diagram reactions left and right of support n in a con­
tinuous beam is:
R -
Rr n + Rg n+1
(17)
Equation 17 can be substituted directly for R in Equation 12 if E is eliminated from the
Rr n and Re n+i expressions.
Thus, for each unit load position on a continuous beam having n spans, a series of
n-1 equations are solved simultaneously to yield the interior support moments. Equations
can now be developed for internal forces and deflections within each span in terms of the
support moments.
Moment Influence Line Equation
Cutting the beam in Figure 3 at the unit load introduces the internal forces and
deflection at distance an as shown in Figure 20. End-moments Mg and M r in Figure 3 are
the moments at supports n-1 and n resulting from a unit load positioned anywhere on a
continuous beam. Vg and V r in Figure 3 are shears at the ends of span n if the unit load
is in span n. The distance x denotes the location of the point at which the influence line is
developed, and is measured from the left end of span n.
Figure 20. Partial free-body diagram of span n.
37
Applying static equilibrium to the partial beam in Figure 20 yields the general equa­
tion for the moment at a distance an:
Mx - M 0 +
where
(! - — ) + Mr (—
(18)
M 0 = 0 if unit load is not in span n
Mm
'o = Sr
“ni - X +
bn x
bn x
if an < x
if an > x
Shear Influence Line Equation
Figure 20 is also used to develop a general equation for the shear at a distance an.
Applying static equilibrium to span n in Figure 20 yields:
M r - Mc
Vx = V 0 +
where
(19)
V 0 = 0 if unit load is not in span n
if an < x
V0 -
1- —
if an > x
xn
Reaction Influence Line Equation
Figure 21 shows a free-body diagram of support n in a continuous beam. Application
of static equilibrium at support n yields:
Rn = V r n - V c n
(
20)
38
is r
A
Rn
Figure 21. Free-body diagram of support n.
Assuming a unit load is positioned in span n left of support n:
an
^n
^n- 1
.
'e,n
(
21)
(
22 )
and assuming a unit load is positioned in span n+1 right of support n:
V r,n
1
an+1
M n+1 “ M n
------- + -----------------£
tH+!
n+1
Substitution of Equations 21 and 22 into Equation 20 yields the general equation for the
reaction of support n:
Rn - nBo + n+1 A o + M n-1 (p > " M n
+^
) + M n+1 (- f ~ )
xn
xn xn+1
xn+1
where
nB0 = 0
if unit load is not in span n
nB„ = —
no
o
xn
‘ n+ 1A o “ 0
n+ 1A o
I -
(23)
if unit load is in span n
if unit load is not in span n+1
an+1
if unit load is in span n+1
n+ 1
Deflection Influence Line Equation
The free-body diagram in Figure 20 is again used to develop a general equation for the
deflection at a distance an. Application of equilibrium and slope-deflection relationships to
span n in Figure 20 yields:
39
x (Cn- X )
Ax '
where
A
A,
A
O
6 E I n Cn
3 = 6 eT T ™
° c 1P
[Mc ( 2 £ n- x ) + M r (fin+x)]
if unit load is not in span n
an (cn-x >3
A° + 6 E I n Cn
n
[bn + 2 anbn - (Cn- x )2 ]
n
n n
n
[an + 2 anbn"x2 ]
if an < x
if an > x
(24)
40
APPENDIX C
COMPUTER PROGRAM LISTINGS
41
Table 7. Tektronix 4027 Initialization Program.
1
2
3
4
5
6
7
8
9
10
I I
I ?
I 3
I 4
I 5
I 6
I 7
I P
I 9
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
C
C PROGRAM TO I N I T I A L I Z E TK4. 027 MONI TOR
C
TYPE I 00
100
!1
WOR 0 H' )
FORMAT( '
TYPE 101
101
!MAR 1 )
FORMAT( '
T YPE I 02
102
FORMAT( 1 ! DUP ' )
TYPE I 03
103
FORMAT C ' !ECH R' )
TYPE I 04
104
FORMAT ( ' ! BUF N ' )
TYPE 105
Ozl00,100')
105
FORMAT ( ' ! MAP CO
TYPE I 06
106
FORMAT ( ' !MAP Cl 1 1 0 , 5 0 , 1 0 0 ' )
TYPE I 07
1 07
F O R MA T C ! MAP C2 2 4 0 , 5 0 , 1 0 0 ' )
TYPE I 08
30, 6 0 ,1 0 0 ')
FORMAT C' ! MAP C3
1 08
TYPE I 09
1 09
F ORMAT ! ' ! MAP C4 I 8 0 , 5 0 , 1 0 0 ' )
TYPE 1 10
1 10
F ORMAT ! ' ! MAP C5 3 2 0 , 5 0 , 1 0 0 ' )
TYPE I I I
70, 50,100' )
11 I
F O R M A T ! ' !MAP C6
TYPE 1 12
0,
0,100')
11 2
FORMAT ! ' !MAP C7
TYPE 113
I I 3
F ORMA T ! ' ! BEL ' )
TYPE I 14
I I A
F ORMAT ! ' ! BAU 9 6 0 0 ' )
TYPE 115
FORMAT! ' ! MON 3 4 H K ' )
I I 5
END
42
Table 8 . Influence Line Program.
O OOOO O O OOO OOO O O O O O O O O O O O O O O O O O
1
2
3
4
PROGRAM
INFORMATION
5
6
7
8
9
DAMENTAL
STRUCTURAL
THEOREMS
ARE
PRESENTED,
AND
INFLUENCE
LIN E
c R U A T I ONS
ARE
DEVELOPED
FOR
MOMENTS,
SHEARS,
R E AC TIO NS ,
AND
D E F L E C T IO N S .
I0
II
U
THE
INFLUENCE
LIN E
EQUATIONS
ARE
USED
TO
COMPUTE
THE
INFLUENCE
L IN E
ORDINATES
AT
THE
1 0 T H -P O IN T S
IN
EACH
SPAN
FOR 2 ,
3,
AND
4
SPAN
CONTINUOUS
9 EA MS .
DEAD
AND
L IV E
LOADS
MAY
THEN BE
APPLIED
TO
A
USER -D EFINE D
CONTINUOUS
BEAM
AND
THE
USER
MAY
VIEW
MOMENT
ENVELOPES,
SHEAR
ENVELOPES,
OR
BEAM
D E FLE C TIO N S.
i!
18
TE C H N IC AL
INFORMATION
if
THE
PROGRAM
IS
WRITTEN
IN
VAX
FORTRAN
AND
SYSTEM,
VERSION
V 4 . 1 .
HARDWARE
REQUIREMENT
COMPUTER,
MCDEL
I 1 / 7 8 0 ,
AND
A TEKTRONIX
4 0
TE R M IN A L .
THE
PROGRAM
IMPLEMENTS
A LIBR ARY
ED
m D I S S P L A " ,
A SOFTWARE
PRODUCT
FROM
THE
SYSTEMS
CO RPORATION*,
SAN
D IE G O ,
C A L IF O R N I
n
26
I
I M P L I C I T
R E AL * 8
( A - H , 3 - Z )
DIM ENS IO N
A ( 5 ) , B ( 5 ) , D ( 5 ) , D 1 ( 5 ) , B E A M ( 5 , 3 ) , S U P P M ( 4 1 , 3 ) , S P A N M ( 4 1 , 4 1
♦ S H E A R ( 4 2 , 4 4 ) , REACT( 4 1 , 5 ! , D E L T A ( 4 1 , 4 1 ) , SC< 5 , 2 ) , A B C ( 4 1 , 3 ) , N 0 R D ( 3 , 2
* A R E A M ( 4 1 , 4 ) , 4 R E A V ( 4 4 , 4 ) , 4 R E A D ( 4 1 , 4 ) , V 0 R D ( 4 0 ) , A R E A R ( 5 , 4 ) , U N I D L ( 4 )
* U N I L L ( 4 ) , E N V E M (4 1 ,3 ) , EN VE V( 4 4 , 3 ) , ENVEO (4 I , 3 ) , E N V ER( 5 , 3 ) , D X ( S ) ,
* C O N L L ( 3 , 2 ) , A A S H T O ( 3 ) , Y L 1 ( 3 0 ) , Y L 2 ( 3 0 ) , Y L 3 ( 3 0 ) , Y L 4 ( 3 0 ) , Y L 5 ( 3 1 ) ,
* Y L 6 ( 3 1 ) , Y L 7 ( 3 1 ) , Y L 8 ( 3 0 ) , Y L 9 ( 3 0 ) , Y L 1 0 ( 3 0 ) , Y L 1 1 ( 3 0 ) , X L 1 ( 3 0 ) , X L 2 ( 3 0
*NO RDV ( 3 , 2 ) , T R L L V ( 3 , 2 ) , U D L V ( 3 , 2 ) , TRW V(3 , 2 ) ,WORD( 3 , 2 ) , DE LSM ( 3 ) ,
* D E L M ( 4 1 ) , DELVC4 4 ) , D E L D ( A I ) , D E L X ( A I ) , E D T C 4 1 , 3)
CHARACTER
M M , I M , D M , E M , C M I , A M , D I , Z Z , T L L , A L L , A A S H T L * 7 , R M , A 0 , D 0 , C I L
* V S P , V S U L , D C T * 5 , T Y P E * 1 4 , L 0 C A * 1 5 , T I T L * 1 2 , Z Z D L , Z Z L L , ZZLLO
II
34
;
38
39
2?
42
43
44
45
46
47
48
49
50
GRA=HICAL
DATA
POINTS
FOR
VARIOUS
INFLUENCE
LINES
IN
INTRODUCTIO N
AND
DEVELOPMENT
SEGMENTS
OF
T HF.
PROGRAM
DATA
XLI
DATA
XL 2
Il
DATA
YLI
/
n
55
DATA
YL2
/
DATA
YL 3
/
61
DATA
YL 4
/
DATA
YL 5
/
DATA
YLS
/
DATA
YL 7
/
DATA
YL 8
/
DATA
YL 9
/
65
66
tl
69
70
71
Il
Il
78
79
^DATA
YLI 0 /
DATA
Y L I I /
81
82
83
87
88
CFI
CF2
CF3
=
=
=
) ,
) ,
,
) ,
,
THE
/ 1 . 3 0 , 1
4 . 4 5 , 4
9 . I C,Q
/ 1 . 4 0 , 1
5 . 5 2 , 6
5 7
58
59
86
OPERATES
ON
A VAX/VMS
S
INCLUDE
A VAX
M I N I ­
2 7
COLOR
GRAPHICS
OF
SUBROUTINES
C A LL­
'INTEG R ATED
SOFTWARE
A .
. 6 0 , 1 . 9 0 , 2 . 2 0 , 2 . 5 0 , 2 . 8 0 , 3 . 1 0 , 3 . 4 0 , 3 . 7 0 , 4 . 0 0 ,
. 9 0 , 5 . 3 5 , 5 . 8 0 , 6 . 2 5 , 6 . 7 0 , 7 . 1 5 , 7 . 6 0 , 8 . 0 5 , 8 . 5 0 ,
. 7 0 , 1 0 . 3 , 1 0 . 9 , I I . 5 , I 2. 1 , 1 2 . 7 , 1 3 . 3 , 1 3 . 9 , 1 4 . 5 /
. 3 0 , 2 . 2 0 , 2 . 6 0 , 3 . 0 0 , 3 . 4 0 , 3 . 8 0 , 4 . 2 0 , 4 . 6 0 , 5 . 0 0 ,
. 0 4 , 6 . 5 6 , 7 . 0 8 , 7 . 6 0 , 8 . I 2 , 8 . 6 4 , 9 . I 6 , 9 . 6 8 , I 0 . 2 ,
1 0 . 6,1 I . 0 , 1 1 . 4 , 1 1 . 8 , 1 2 . 2 , 1 2 . 6 , 1 3 . 0 , 1 3 . 4 , 1 3 . 8 , 1 4 . 2 /
2 . 2 1 , 2 . 1 3 , 2 . 0 5 , 1 . 9 9 , 1 . 9 6 , 1 . 9 5 , 1 . 9 7 , 2 . 0 4 , 2 . 1 4 , 2 . 3 0 ,
1 . 9 9 . 1 . 7 9 , 1 . 6 9 , 1 . 6 6 , 1 . 7 0 , 1 . 7 8 , 1 . 9 0 , 2 . 0 3 , 2 . 1 7 , 2 . 3 0 ,
2 . 4 3 . 2 . 5 3 , 2 . 5 8 , 2 . 6 0 , 2 . 5 9 , 2 . 5 6 , 2 . 5 1 , 2 . 4 5 , 2 . 3 3 , 2 . 3 0 /
2 . 3 2 , 2 . 3 4 , 2 . 3 5 , 2 . 37, 2 . 3 7 , 2 . 3 8 , 2 . 3 7 , 2 . 3 6 , 2 . 3 3 , 2 . 3 0 ,
. 1 5 , 2 . 0 6 , I . 9 8 , I . 9 2 , I . 8 9 , I . 9 0 , I . 9 6 , 2 . 0 9 , 2 . 3 0 ,
. 5 5 , I . 3 7 , I . 3 0 , I . 3 2 , I . 4 2 , I . 5 9 , I . 8 0 , 2 . 0 4 , 2 . 3 0 /
1 . 8 8 , 1 . 7 8 , I . 6 8 , I . 6 1 , I . 5 6 , I . 5 5 , I . 5 9 , I . 6 7 , I . 8 0 , 2 . 0 0 ,
1 . 7 2 . 1 . 5 4 , 1 . 4 5 , 1 . 4 3 , 1 . 4 7 , 1 . 5 5 , 1 . 6 6 , 1 . 7 8 , 1 . 9 0 , 2 . 0 0 ,
2 . 0 6 . 2 . 0 9 , 2 . 1 2 , 2 . 1 3 , 2 . 1 2 , 2 . 1 1 , 2 . 0 9 , 2 . 3 6 , 2 . 0 3 , 2 . 0 0 /
1 . 9 4 , 1 . 8 9 , I . 8 5 , I . 8 1 , I . 7 9 , I . / 3 , I . 8 0 , I . 3 4 , I . 9 0 , 7 . 0 0 ,
2 . 1 8 , 2 . 4 0 , 2 . 6 9 , 3 . 0 0 , 2 . 7 5 , 2 . 5 3 , 2 . 3 4 , 2 . 2 0 , 2 . 0 8 , 2 . 0 0 ,
1 . 9 5 , 1 . 9 2 , 1 . 9 0 , 1 . 9 0 , I . 9 0 , 1 . 9 1 , 1 . 9 3 , 1 . 9 5 , 1 . 9 7 , 2 . 0 0 /
I . 8 3 , 1 . 7 5 , I . 6 4 , I . 5 2 , 1 . 4 1 , 2 . 4 1 , 2 . 31 , 2 . 2 2 , 2 . 1 3 , 2 . 0 6 , 2
1 . 9 4 . 1 . 9 1 . 1 . 3 9 . 1 . 8 8 . 1 . 8 9 . 1 . 9 1 . 1 . 9 3 . 1 . 9 6 . 1 . 9 8 . 2 . 0 0 ,
2 . 0 1 , 2 . 0 2 , 2 . 0 2 , 2 . 0 3 , 2 . 0 3 , 2 . 0 2 , 2 . 0 2 , 2 . 0 1 , 2 . 0 1 , 7 . 0 0 /
2 . 3 2 , 2 . 0 4 , 2 . 0 6 , 2 . 0 3 , 2 . 3 9 , 2 . O9 , 2 . 0 3 , 2 . 0 7 , 2 . 0 4 , 2 . 0 0 ,
1 . 9 3 , 1 . 3 4 , 1 . 7 3 , 1 . 6 2 , 1 . 5 0 , 1 . 3 8 , I . 2 7 , I . 1 6 , I . 0 7 , I . 0 0 , 2
I . 9 6 , 1 . 9 3 , I . 9 7 , I . 9 1 , I . 9 1 , I . 9 2 , 1 . 9 4 , 1 . 9 6 , 1 . 9 8 , 7 . 0 0 /
I . 9 9 , I . 9 9 , I . 9 8 , I . 9 8 , I . 9 7 , I . 9 7 , I . 9 8 , I . 9 3 , I . 9 9 , 2 . 0 0 ,
2 . 0 .
3 . O C, 2 . 9 4 , 2 . 3 7 , 7 . 7 8 , 2 . 6 9 , 2 . 5 9 , 2 . 4 8 , 2 . 3 6 , 2 . 2 5 , 2 . 1 2 , 7
2 . 8 8 , 7 . 7 5 , 2 . 6 4 , 2 . 5 2 , 2 . 4 1 , 2 . 3 1 , 2 . 2 2 , 2 . I 3 , 2 . 0 6 , 7 . 0 0 ,
1 . 9 4 . 1 . 9 1 . 1 . 8 9 . 1 . 8 8 . 1 . 8 9 . 1 . 9 1 . 1 . 9 3 . 1 . 9 6 . 1 . 9 8 . 2 . 0 0 ,
2 .01 , 2 . 0 2 , 2 . 0 2 , 2 . 0 3 , 2 . 0 3 , 2 . 0 2 , 2 . 0 2 , 2 . 0 1 , 2 . 0 1 , 2 . 0 0 /
1 . 9 7 , 1 . 9 4 , 1 . 9 2 , 1 . 9 0 , 1 . 3 9 , 1 . 8 3 ,1 .8 9,1 . 9 1 , 1 . 9 5 , 7 . 0 0 ,
2 . 0 9 . 2 . 2 1 . 2 . 3 4 . 2 . 4 7 . 2 . 6 1 . 2 . 7 3 . 2 . 8 4 . 2 . 9 3 . 2 . 9 9 . 3 . 0 0 ,
2 . 9 8 , 2 . 9 4 , 2 . 8 7 , 2 . 7 8 , 2 . 6 8 , 2 . 5 6 , 2 . 4 3 , 2 . 2 9 , 2 . I 5 , 2 . 0 0 /
2 . 0 3 , 2 . 1 5 , 2 . 21 , 2 . 2 6 , 2 . 2 9 , 2 . 3 0 , 2 . 2 3 , 2 . 2 2 , 2 . I 3 , 7 . 0 0 ,
1 . 7 7 . 1 . 5 0 . 1 . 2 6 . 1 . 0 7 . 1 . 0 0 .
( . 1 3 , 2 . 2 2 , 2 . 2 8 , 2 . 3 0 , 2 . 2 9 , 2 . 2 6 , 2 . 2 1 , 2 . I 5 , 2 . 0 3 , 2 . 0 0 /
I . 9 8 , I . 9 7 , I . 9 5 , 1 . 9 4 , I . 9 3 , I . 9 3 , I . 9 4 , I . 9 5 , I . 9 7 , 2 . 0 0 ,
2 . 0 5 . 7 . 1 1 . 2 . 1 7 . 2 . 2 2 . 2 . 2 6 . 2 . 2 8 . 2 . 2 7 . 2 . 2 3 . 2 . 1 4 . 2 . 0 0 ,
I . 3 5 , I . 6 8 , I . 5 2 , I . 4 0 , I . 3 5 , I . 3 7 , I . 4 7 , I . 6 1 , I . 8 0 , 2 . 0 0 /
MODULUS
CF
E L A S T IC IT Y
CONVERSION
CONSTANT,
k Si — > k s f
MOMENT
OF
IN E R T IA
CONVERSION
CONSTANT,
k s f - - > k s f
LOWER
ERROR
BOUND
CONSTANT
. 0 0 ,
. 0 0 ,
2 . 2 . 0 4 . 2 . 0 7 . 2 . 0 9 . 2 . 1 , I , 2 . 1
. 0 0 /
1 . 0 7 . 1 . 2 6 . 1 . 5 0 . 1 . 7 7 . 2 . 0 0 ,
43
89
90
C
C
CF 4
=
U P d ER
N9
= NUMBER
CONSTANT
D IV IS IO N S
PER
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VARY
THROUGHOUT
FROM
A
GIV
C O N T I N U E . . . S ' )
CALL
M ESS AG C ( I > L . 2 H . 8 ) I ' , 1 1 , 2 . 8 , 1 . 6 )
CALL
M ESSAG C ( I > L . 2 H . 8 > 2 ' z 1 1 z 7 . 4 , 1 . 6 >
CALL
MESSAGC ' ( I > L . 2 H . 8 ) 3 ' , 1 1 , 1 2 . , 1 . 6 )
CALL
SETCLRt 'Y E LLO W ')
CALL
V E C T O R C . , . 5 , I . , I . 5 , 0 )
CALL
VECTOR( 5 . , . 5 , 5 . , 1 . 5 , 0 )
CALL
VECTOR( I 0 . 2 , . 5 , 1 0 . 2 , 1 . 5 , 0 )
CALL
V E C T 0 R ( 1 4 . 2 , . 5 , 1 4 . Z , 1 . 5 , 0 )
CALL
V E C T O R C . , . 7 , 5 . , . 7 , 1 4 0 2 )
CALL
VECTORCS.,.7 ,1 0 .2 ,.7 ,1 4 0 2 )
V
E C T 0 R ( 1 0 . 7 , . 7 , 1 4 . Z , . 7 , 1 4 0 2 )
CALL
MESSAGC' (SPAN
I ) ' , 8 , 2 . 3 , . 8 )
CALL
M E S S A G C (SPAN
2) ' , 8 , 6 . 9 , . 8 )
CALL
M
E
S
S
A
G
C
'
(
S
P
A
N
3 ) ' , 8 , 1 I . 5 , .8 )
CALL
R E S E T ('H E IG H T ')
CALL
E NDGR(O)
CALL
E
CALL
- NDPL(O)
CALL
T ABLET C CENTER' , 'L O N G ')
; 8 ) 3 : 9 )
(N)O
INTERNAL
HINGES
WILL
BE
USEDS
L T L I N E C
CALL
* ' )
CALL
C T L I NE C S ' )
CALL
C T L IN E C ' S ' )
: 8 ) 4 : 9 )
(S)UPPORTS
SHALL
BE
EITHER
PINNED
CALL
L T L I N E C
* OR ROLLER
T Y P E S ')
CALL
C T L I N E C S' )
CALL
C T L IN E C ' S ' )
; 3 ) 5 ; 9 )
( S ) U P P OR T S M A Y
UNDERGO V E R T I C A L
DI
CALL
L T L IN EC
*S P L A C E M E N T S $ ')
CALL
C T L IN E C ' S ')
C T L IN E C ' S ' )
CALL
CTLIN E C' S ')
CALL
L T L I N E C ( S I G N
C O N V E N T IO N )S ')
CALL
L T L I N E C ( --------------------------------------------- ) S' )
CALL
C
T
L
I
N
E
C
'
S
'
)
CALL
IN
UNDERSTANDING
ANY
OUTPU
L T L I NEC' (S)O
AS
TO
AID
TH E S T U D E N T
CALL
DISPLAYS
TH R O U G H O U T S ' )
* T OR
SIGN
CO I V E N T I O N
HAS
BEEN
A
L T L I N E ( ' THF
PROGRAM,
THE
FOLLOWING
CALL
*DOPTE D. . . S ')
CALL
CTSET (2)
I P( I
gQ
• Q• )
THEN
TO
( I INTRODUCTION
(M)ENU
CALL
L T L I N E C t P) R E S S
( RETURN )
TO
RETURN
* . . . S '
>
47
441
442
443
44 4
445
446
447
448
449
450
451
ELSE
454
III
460
461
462
463
464
465
466
4 6 7
468
469
470
471
F LT L IN E C (P )R E S S
CALL
CALL
CALL
CALL
CALL
ENOTAE(O)
IN S E R T (2)
A R E A 2 D ( 1 6 . , 4 . )
H E I G H T ! . 25)
SETCL R C W H IT E ')
CALL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
X= 5 .
MESSAC O P E . 4 ) ( H O M E N T ) S E X U ) ' , I 9 , 2 . 0 , 4 . 0 )
HE SS AG C > P E .4 ) ( S H E A R ) S F X H ) '. 1 8 . 7
0 . 7
St
H E S S A C ('S P E .
H E S S A G f' * 0 )
H E S S AG C * 0 )
S E TC L R C 'CYAN
.
V E C T 0 R C 5 . , 4 . , 8 . , 4 . , 0 >
V E C T O R ( 1 1 . , 4 . , 1 4 . , 4 . , 0 )
V E C T 0 R ( 5 . , 2 . 5 , 8 . , 2 . 5 , 0 )
V E C T O R d I . , 2 . 5 , 1 4 . , 2 . 5 , 0 )
SE TCLRC'R E D ')
(RETURN)
AR C2( X,Y)
340
494
495
496
497
498
499
* H P U T E L INFLUENCEn
is?
* U ENCE1 L I N E EI S6T I H E $ d IN IT E
in
i
, . )
0 1 0
X= I I .
CA L L A R C 3 ( X , Y )
X=I 4 .
CA L L A RC4 ( X, Y >
CAL L V E C T 0 R ( 4 . 3 , 2 . , 4 . 3 , 3 . , 0 )
CAL L V E C T 0 R ( 4 . 8 , 3 . , 4 . 7 , 2 . 8 , 0 )
CALL V E C T 0 R ( 3 . 2 , 3 . , 3 . 2 , 2 . , 0 )
CALL V E C T 0 R ( 3 . 2 , 2 . , 8 . 3 , 2 . 2 , 0 )
CAL L V E C T O R d 0 . 8 , 3 . , 1 0 . 8 , 2 . , 0 )
CAL L V E C T O R d 0 . 8 , 2 . , 1 0 . 7 , 2 . 2 , 0 )
CA L L V E C T 0 R ( 1 4 . 2 , 2 . , 1 4 . 2 , 3 . , 0 )
CAL L V E C T 0 R ( 1 4 . 2 , 3 . , 1 4 . 3 , 2 . 8 , 0 )
CAL L S E T C L R ( ' W H I T E ' )
CAL L H E S S A GC ' ( F H ) ' , 4 , 3 . 9 , 3 . 8 )
CALL ME S S A GC ' ( + M ) ' , 4 , 8 . 6 , 3 . 8 )
CA L L HESSAGC ' ( - H ) ' , 4 , 9 . 9 , 3 . 8 )
CAL L H E S S A G C ' ( - H ) ' , 4 , 1 % . 6 , 3 . 8 )
CA L L H E S S A GC ' TENSI ON B O T T O M ' , 1 4 , 5 . 0 , 3 . 4 )
CA L L H E S S A G C T ENSI ON T O P ' , 1 1 , 1 1 . 4 , 3 . 4 )
CAL L H E S S A G C ' ( + V ) ' , 4 , 4 . 2 , 2 . 3 )
C«LL H E S S A G C ( + V ) ' , 4 , 8 . 4 , 2 . 3 )
CA L L HESSA G( ' ( - V ) ' , 4 , 1 0 . 2 , 2 . 3 )
CAL L H E S S A G C ' ( - V ) ' , 4 , 1 4 . 4 , 2 . 3 )
CA L L R ESET C' H E I G H T ' )
CALL ENDGR CO)
CA L L E N D P L ( O )
I F ( I H . E O . ' C ) GO TO 3 8 5
CA L L T A O L E T C ' C E N T E R ' , ' L O N G ' )
CA L L L T L I N E C ( GR A P H I C EXAMPLES
INFLUENCE
LI N E S
--------------------------------------------- )
CA L L L T L I N E C ( ------------------------------------CA L L C T L I N E d t ' )
s:2
Il
. . S ')
A R C I( X,Y)
CALL
485
486
4 8 7
488
489
490
ii!
C O N T IN U E .
X=3.
S7
7!
502
503
504
505
506
507
508
509
510
51 I
TO
V=4.
CALL
474
475
476
477
478
479
4 8 0
481
482
ill
EN D* I
*COMPUTEL S
F
a c c e
^
t e d i
r d
H
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* 9 E R L 0 F TP 0 I ETSPF R 0 M $ ') F
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CALL
CALL
CALL
CALL
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CALL
CALL
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CALL
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CALL
CALL
E ACH
F0R
SPAN*
I N U M B E R S CA N O S ' ) I N F L U E N C E
h
'
a
R E V ) T
NUMHERS
^
PURP0
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LINE
h
1
L T L IN E d S H O W N
B E L O W ... V )
C TS E T(3)
C T L I N E d S ' )
L T L I N E d (P)RESS
(RETURN)
TO
ENDTAE(O)
IN S E R T (S )
A R E A 2 D ( 1 6 . , 4 . 5 )
H E I G H T ! . 25)
SETCLRC'C Y A N ')
VECTOR( I . , 4 . , 1 3 . , 4 . , 0 )
VECTOR( . 8 , 3 . 3 , 1 . 2 , 3 . 8 , 0 )
V E C T 0 R ( . 9 , 3 . 3 , 1 . , 4 . , 0 )
V E C T O R d . , 4 . , 1 . 1 , 3 . 8 , 0 )
V E C T O R ( 3 . 8 , 3 . 8 , 4 . 2 , 3 . 8 , 0 )
V E C T O R ( 6 . 8 , 3 . 8 , 7 . 2 , 3 . 8 , 0 )
V E C T O R ( 9 . 8 , 3 . 8 , 1 0 . 2 , 3 . 8 , O )
V E C T O R d 2 . 3 , 3 . 8 , 1 3 . 2 , 3 . 8 , 0 )
*EAM,
P° INT
R
L IN E
ch
s e s
THE
CAN
IS
THE
° f
IS
THEN
CONTI N U E . . . S '
CO
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THE
INFL
.
TO
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(A)
c o m m o n l y
COMPUTE
AN
THE
ORD
ADEQUATE
NUH
DRAWN-
WILL
)
TO
(B )U T
PROVIDES
STUDENT
POSSIBLE
BEAM.
i d i c u l o u s
" p DINATES
( T ) H I S
IT
° N
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$. )
USE
(T)H E
10
THROUGHOUT
48
CA L L
WV
I
ii
260
B L C l K ( 4 . z 3 . 9 / . I r . Ul >
CAL L B L a R < 1 0 ' z | ! | / l j » ? 0 1 )
CAL L B L C I R ( I 3 . / 3 . 9 # . 1 z . 0 1 )
DO 2 6 0 X = 1 . z 1 3 . z . 3
CALL V E C T O P ( X z 4 . 1 z X z 4 . z O )
DO 2 6 1 X = I . , 1 3 . , 1 . 5
sstt
CA L L
i
MESSACI' 1 1 ' , 2 , 3 . 8 , 4 . 4 )
it?
........
it§
544
SJtt
545
546
E K t
CA L L
CALL
B I
; i
ciG l'p ^f^u S B E R S )'.17,13.5,3.3)
SET CL RC YELLOW' )
VECTORd. , 3 . , 1 . , . 3 , 0 )
SStt SISSSSilsshsIji*?:? 0.
I
IllllIS lS ls tii
554
I
CA L L
CA L L
560
56 1
562
563
564
565
566
LTLINEC (TIHERe '
i%
569
570
m
574
$
578
579
il?
582
i
586
587
588
589
590
B i
594
m
18?
602
603
604
605
606
607
608
609
61 0
III
SU
616
R E S E T ! ' HEI GHT ' )
ENDGR CO)
251
a
*CALL
L T L I N E C T E R 1E ST J O
‘ call
L T L I N E C
R E ^ ' b ASI C
THE
A R £ ESHOWN
TYPES
S TRUCTURAL
OF
I NFLUENCE
ENGI NEER.
BELOW ON A 3 - S P A N
BEAM.S')
CA L L
CA L L
CA L L
L T L I N E C ' ( I . MOMENT I N F L U E N C E L I N E S) V )
L T L I N E C C.............— ...................... ......................... ' 1 ’
CTSET ( 4 )
c£l
L
CA L L
CAL L
L T L I N E C < 2 . SHEAR I N F L U E N C E L I N E S ) ! ) )
L T L I N E C ---------------------------------------------------------- ’
CTSET(5)
CA L L
CAL L
CAL L
CAL L
CAL L
L T L I N E C ( P ) RE S S
ENDTAS( O)
INSERT(4)
AREA2D(16.,3.)
HEIGHT!.25)
CAL L
CAL L
S E T C L R C 1 GR E E N ' )
S T R T P T d .,7.)
( RETURN)
LINES
(G) RAPHIC
TO C O N T I N U E . . . $ ' )
CALLS C O N N P T ( X L 2 ( I ) , Y L 3 ( I ) )
CAL L
CAL L
) im ? g !^ M ^ 'L :^ ;? \s ) U P P O R T
S E T C L R C YELLOW' )
ST R T P T d . , 2.)
CN)0.
.30,6.5,.5)
CALICO NNPT(XL2(I),YL4( I) )
SStt SiSiSSSiiiA’itu i'iS ’ ioTH. ■POI NT
CAL L
CAL L
CAL L
CAL L
CA L L
CAL L
CA L L
CAL L
DO 2 5
(N)O.
15',32,6 .5,0.0)
RESET('HEIGHT')
ENDGR( O)
INSERT(S)
AREA2C( I 6 . , 3 . )
H E I G H T ! . 25)
BEAMI
SETCLR(' GREEN' )
STRTPTd . , 2 . )
3 I = I , 31
I F C A L L T CONN PT ( X L 2 ( D , Y L S ( D )
E L CA L L C 0 N N P T ( X L 2 ( I - I ) , Y L S ( I ) >
END I F
C ON T I N U E
z c
.
CA L L M E S S A G C C V - I . ' l D CAL L S E T C L R C Y E L L O W D
CA L L S T R T P T d . , 2 . )
DO 2 5 4 1 = 1 , 3 1
I F ( I . L T . 2 1 ) THEN
A T ^ O T H - P O I N T
(N)O.
6',30,5.5,.5)
WHI CH
AR
EXAMPLE
49
61 7
254
in
in
626
IH
629
630
m
255
634
635
636
637
638
639
640
641
642
643
644
645
646
647
648
649
650
i
654
n ;
659
660
661
662
663
664
665
666
667
6 68
256
IH
673
674
675
676
677
678
679
680
681
682
683
684
685
257
686
687
688
258
689
690
IH
693
694
695
696
697
698
699
700
701
704
“
l L
S E T C L R C 'N A G F N T A ')L ^ ^ T ° F 10T H - P° INT
< N ,° 2 V ' 3 6 , 5
CALL
S T R T P T M . , 2 .)
DO
255
1=1 ,31
I F ( I . L T . 21 )
THEN
CALL
CONNPT( X L 2 ( I ) , Y L 7 ( I ))
ELSE
CALL
CONNPT(XL 2 ( I - 1 ) , Y L 7 ( I ) )
END
IF
CONTINUE
CALL
V E C T 0 R ( 3 . , - . 4 , 5 . , - . 4 , 0 >
CALL
M E S S A G C (V
I . L . )
RIGHT
OF
IO T H -P O IN T
(N )O .
2 1 ' , 3 7 ,
CALL
R E S E T ('H E IG H T ')
CALL
ENDGR(O)
CALL
ENDPL(O)
CALL
T A 9 L E T ( ' CENTER*, ' L O N G *)
CALL
L T L I N F C (3 .
REACTION
INFLUENCE
L I N E S ) * ' )
CALL
L T L I N E ( ' ( ---------------------------------------------------------------------------------- ) $ • )
CALL
CTSET (6)
CALL
NENSE I
CALL
L T L I N E C (4 .
DEFLECTION
INFLUENCE
L I N E S ) * * )
CALL
L T L I N E C ( -----------------------------------------------------------------------------------------) $ ■ )
CALL
C T S E T(7)
CALL
L T L I N E C (T)H E
STUDENT
W ILL
HAVE
AN
OPPORTUNITY
TO
M N A T E S
FO R E A C H O F * ' )
r ALL
L T L IN E C 'T H E S E
INFLUENCE
L IN E
TYPES
IN
THE
(DEVELOP
*NT
OF
THIS
P R O G RA M .*')
CALL
L T L I N E C C D T
WILL
PROVE
USEFUL
TO T H E
S T U D E TT T H R O
‘ PROGRAM
TO
KEEP
I N * ' )
^CALL
L T L I NE C M I N D
THE
GENERAL
SHAPE
OF
EACH
INLFLUENCE
CALL
CTL I N E C I ' )
I F < M . EO. ' C ' > THEN
CALL
L T L IN E C (P)RESS
III
669
670
CALL
CONNPT( X L 2 ( I ) , Y L 6 ( I ))
ELSE
CALL
CONNPT( X L 2 ( I - I > , Y L 6 < I ))
END
I F
CONTINUE
CALL
V E C T O R C 3 .,.I , 5
. I , 3 )
259
350
( RETURN)
TO
RETURN
TO
. 5 , 0 . 0 )
5 . 5 , - . 5 )
COMPUTE
MENT)
ORD
SEGME
UGHOUT
THE
L IN E
T Y P E .*
(I)N T R O D U C T IO N
(M)ENU
ELSE
CALL
L T L I NE C ( P) RESS
(RETURN)
TO
C O N T I N U E . .
END
IF
CALL
ENDTAE(T)
CALL
IN S E R T (6)
CALL
A R E A ? 0 ( 1 6 . , 3 . )
CALL
H E I G H T ! . 25)
CALL
HEA Ml
CALL
S E T C L R C GREEN’ )
CALL
V E C T 0 R ( 1 . , 2 . , 1 . , 3 . , 0 )
CALL
S T R T P T M . , 5 . )
DO 2 5 6
1 = 1 ,3 0
CALL
CONNPT( X L 2 ( I ) , Y L 8 ( I ))
CALL
V E C T 0 R ( 4 . , . 6 , 6 . , . 6 , m
CALL
M E S S A G C (R
I . L . )
AT
(S)UPPORT
( N ) 0.
I ' , 2 9
CALL
S E T C L R t' YE LLO W ')
CALL
S T R T P T M . , 7 . )
DO
2 5 7
1 = 1 ,3 0
CALL
COHNPT ( X L 2 ( I ) , Y L 9 ( I ) )
CALL
V E CTO R!4 . , . I , 6 . , . 1 , 0 )
CALL
M E S S A G C (R
I . L . )
AT
(S)UPPORT
(N )O .
3 ' , 2 9
CALL
R ESE T C H E I G H T ' )
CALL
ENDGR(O)
CALL
I N S E R T O
CALL
A R E A 2 D ( 1 6 . , 2 . 5)
CALL
H E IG H T (.? 5 )
CALL
BEAMI
CALL
SE TCLR( ' GREEN')
CALL
S T R T P T M . , 2 . )
DO 2 5 8
1 = 1 ,3 0
CALL
CONNPT( X L 2 ( I ) , Y L I O ( I ))
CALL
V E C T 0 R ( 3 . , . 6 , 5 . , . 6 , 0 )
CALL
MESSAGC' ' D )
( I . L . )
AT
IO T H -P O IN T
(N )O .
1 6
CALL
S E T C L R C YELLOWi )
CALL
S T R T P T M . , 2 . )
DO
259
1 = 1 ,3 0
CALL
CONNPT( X L 2 ( I) , YLI I ( I ))
CALL
V E C T 0 R C 3 . , . I , 5 . , . I , 0 )
CALL
M E S S A G C ‘ D)
( I . L . )
AT
I O T H - P O I NT
(N )O .
2 6
CALL
R E S E T C HEIG H T ')
CALL
ENDGR(O)
CALL
ENDPL(O)
I F ( I M. E 3. ' D ')
GO T O
385
CALL
TABLET C C E N TE R ', 'L O N G ')
CALL
L T L IN E C ' (PRESENTATION
OF
TH EO RY)$ ' >
CALL
L T L I N E C ( ------------------------------------------------------------------- ) $ ' I
C A lL
C T L IN E C ' * ' )
. * ’ )
, 6 . 5 , . 5 )
, 6 . 5 , 0 . 0 )
'
, 3 3 , 5 . 5 , . 5 )
' , 3 3 , 5 . 5 , 0 . 0 )
50
705
706
707
708
709
710
71 I
CALL
L T L IN E t ' (T)HE
‘ INFLUENCE
LINES
IS
‘ S IM P L E
71 3
‘
714
*
71 6
717
71 8
‘
‘
'if
‘
722
m
*
I
V
f
C R M ^TH E V
)
15
™
F
THEOREM,
p r i n c 1 p l E
FROM
of
d H I CH
VIRTUAL
THE
WORK.
CONCEPT
( I ) N
Ot
THE
CALL
L T L I N E C 'P R IN C IP LE
S T A T E S .. . S * )
CALL
C T L IN E C 'S M
CALL
C T L I N E ( ' V )
CALL
L T L I N E C
( F ) O R A STRUCTURE WHI CH HAS DEFORMED I NTO A
SHAPE
HAVING
E X - V )
CALL
L T L T N E t '
TERNAL AND I N T E R N A L D I S P L A C E M E N T S , THE MAGNI
T U D E OF W O R K S ' )
CALL
L T L I N E C
DONE (BY THE EXT ERNAL FORCES A C T I N G THROUGH T
HEIR
R E S P E C -S ')
CALL
L T L I N E C
T I V E EXT ERNAL D I S P L A C E ME N T S I S EQUAL TO THE
MAGNITUDE
C F S ')
CALL
L T L I N E C
WORK DONE (BY THE I N T E R N A L FORCES A C T I N G THRO
UGH
THEIR
R E -S ')
CALL
L T L I N E C
SPECTI VE D I S P L A C EMENTS. S M
CALL
C T L I N E t ' S ' )
CALL
C T L I N E t ' $ ' )
CALL
L T L I N E t ' (F)SOM
THE
P R IN C IP LE
OF V I R T U A L WORK FOLLOW TWO A D D I T
I O NAL
FUNDAMENTAL
T H E - S ')
CALL
L T L tN E C O R E M S --T H E
(M )O M E N T -(A )R E A
THEOREMS,
AND
THEY S T A T E . .
‘ .VC
729
730
CALL
C T L I N E ( 'S ')
CALL
C T L I N E ( ' V )
CALL
L T L I NE C ( M ) O M E N T - ( A ) R E A
(T)HEOREM
(N )O .
I S ' )
CALL
L T L I N E C ( ---------------------------------------------------------------------------- ) V )
CALL
C T L I N E ( 'S ')
CALL
C T L IN E ( ' S ')
CALL
L T L I N E C
( T ) H E CHANGE I N SLOPE OETWEEN ANY 2 P OI N T S O
‘ N THE
ELASTIC V )
CALL
L T L I N E C
CURVE OF A B EAM, I S EQUAL TO THE AREA OF THE
*
( M / E I )
D I A - S ' )
CALL
L T L I N E C
GRAM BETWEEN THOSE 2 P O I N T S . S M
CALL
C T L I N C ( 'S ')
CALL
C T L IN E t ' S M
CALL
C T L I N E t 'S M
CALL
L T L I N E t ' (P)RESS
(RETURN)
TO CONTI N U E . . . S ' )
•CALL
ENDTAE(O)
CALL
ENDPL(O)
CALL
T A flL E T t' CENTER' , ' LO NG ')
CALL
L T L I N E C (M )O M E N T -(A )R E a
(T)HEOREM
(W)O.
2 S M
CALL
L T L I N E C ( ---------------------------------------------------------------------------- ) t ' )
CALL
C T L I N E( ' S M
CALL
C T L I N E C V )
CALL
L T L I N E C
( T ) H E T A N G E N T I A L D E V I A T I O N OF ANY P OI N T ( P )
m
734
ill
ill
740
741
742
743
744
745
746
747
748
749
W
‘ ON THE E L A S T I C S ' )
CA L L L T L I N E C
CURVE OF A B EAM, FROM A TANGENT DRAWN AT ANY
OTHER P O I N T S ' )
CAL L L T L I N E C
ON THE E L A S T I C CURVE , I S EQUAL TO THE 1ST MO
* M ENT OF T H E S M
CALL L T L I N E C
AREA OF THE ( M / E I ) DI AGRAM BETWEEN THOSE 2 P
‘ OI NTS TA K E RS ' )
ABOUT P O I N T ( P) . S M
CA L L L T L I N E C
CA L L C T L I N E C V )
CALL C T L I N E t ' S M
C A L L L T L I N E C ( T ) H E S E ( M ) O M E N T - ( A ) R E A THEOREMS ARE THEN A P P L I E D TO
* 2 A DJ A C E N T SPANS OF A C O N - S M
CA L L L T L I N E ( ' TI NUOUS BEAM TO Y I E L D THE GENERAL FORM OF THE 3- MQMFN
* T E QU A T I ON AS G I V E N S ' )
CA L L L T L I N E C BELOW. . . S M
CA L L REQI
C A L L CTL I N E ( ' S ' )
CALL L T L t N E ( M F ) ROM T H I S E Q U A T I O N , THE MOMENTS AT THE 3 CONS ECUT I V
*E SUPPORTS CAN HE C O M - S M
CA L L L TL I N E ( ' P UT E D, THUS REDUCI NG A S T A T I C A L L Y I N D E T E R M I N A T E STRUC
‘ TORE TO A S T A T I C A L L Y S M
CAL L L T L I NE C DETE RMI NA T E S T RUCT URE .
( K ) NOWI WG THE SUPPORT MOMENTS
* ALL OWS FOR D E V E L OP ME NT S ' )
CALL L T L I NE C OF EQUAT I ONS WHI CH D E F I N E MOMENTS, S HEA RS , AND OEFLEC
* T I O N S AT ANY POI NT O N S M
CA L L L T L I N E C A CONTI NUOUS B EAM.
( T ) HE S E , I N E F F E C T , ARE I N F L U E N C E
* L I N E EQUATI ONS, A NDS M
CA L L L T L I N E C ARE DEVELOPED I N THE ( D E V E L OP ME N T ) SEGMENT OF T H I S PR
* 0 G RA I . S M
CA L L C TL I N E ( ' S M
CAL L C T L I N E ( ' S M
I F d M . E Q . ' E M THEN
C A L L L T L I N E C ' (( P ) R E S S ( R E T U R N ) TO RETURN TO ( ! I N T R O D U C T I O N ( M) E NU
I
758
759
760
762
763
766
767
768
769
770
771
I
HS
ill
784
785
788
789
790
79 1
792
s
FUNDAMENTAL
D E -S 1 )
M . . SM
360
ELSE
C A L L L T L I N E C ( P ) RESS ( RETURN )
END I F
CA L L E N OT A E ( O)
CA L L E N D P L ( O )
IFdM .EQ. 'EM
GO TO 3 8 5
CAL L T A B L E T ( ' C E NT E R ' , ' L O N G ' )
TO C O N T I N U E . . . S M
51
r ALL
CALL
CALL
CALL
‘ DI NG
CALL
CALL
CALL
CALL
CA L L
CAL L
CALL
CALL
CALL
CAL L
CALL
CALL
%%
79 7
798
709
800
UT L I NEI • (LT' -I I TATI ONS) V )
L T L I NE I ' ( ------------------------- ) $ • )
CTLINEt' V >
L T L I N E C ( F ) OR A V A R I E T Y O F REASONS,
STUDENT I NPUT A N D V )
L T L I N E CP ROGRAM E X E C U T I ON HAVE SEEN
801
802
803
804
805
806
807
808
809
310
*MUM$'
3%
* ' )
CA L L
813
814
LIMITATIONS
REGAR
CTLINE C V I
CTLINEt ' V )
L T L I N E ( ' ( REAM P H Y S I C A L D A T A ) V )
L T L I N E C ( ----------------------------------------- ) V )
CTLINEt'$ ')
C T L I NE C V )
LTLINEC
( N ) UMBER OF ( S ) PANS.
LTLINEC
CTLI N E C V )
LTLINEC
( S ) P A N ( L ) ENGTH.
)
LTLINEC
I
. 2 MI N I MI )
MAXI MUM* ' )
.
300
1 OO
FEET
FEET
MS1 )
MINI
MAXI MUM*
CA L L C T L I N E C V )
CALL L T L I N E C
( V ) E R T I C A L ( S ) U P P O R T ( L ) O C A T I O N ............... 0 . 0 1 FEET M
* I N I MU M $ ' )
CAL L L T L I N E C
1 . 0 0 FEET MAXI MUM
*$ ' )
CALL C T L I N E t ' V )
CAL L L T L I N E C
( M) OME NT OF ( I ) N E R T I A .
...
1 . 0 0 FT>E.6
* H . 3 ) 4 > F X H X ) v I N I Mi J Mt ' )
CAL L L T L I N E C
999.99 FO E.6H .8)
* 4 > E X H X ) MA X I M U M V )
CAL L C T L I N E C V )
CAL L L T L I N E C
( M) OD U L U S OF ( E ) L A S T I C I T Y .
...
1 0OOO K S I " I N
* I MU MVS' )
LTLINEC
9 9 9 9 9 K S I MAXI MUM
‘^ L
CALL C T L I N E t ' V )
CAL L C T L I N E t ' V )
CALL C T L I N E t 1 J ' )
CAL L L T L I N E ( 1 ( P ) R E S S ( RETURN) TO CONTI NI) E . . . J 1 )
CALL F N O T A B ( O )
CALL E N D P L ( O )
CALL T A H L E T t 1 C E NT E R 1 , - LL O N G ' )
CALL LTLINEC ( HE AM LOAD D A T A ) J 1 )
CAL L L T L I N E C
-----------) V )
CAL L CTLINEt 1J 1)
CALL C T L I N E t 1 J 1 )
CAL L L T L I N E C
( U ) N I FORM ( D L ) .
...
0 . 0 1 K / F T MI N
* I MUMJ ' )
CAL L L T L I N E t 1
9 . 9 9 KZ F T MAXI MUM
*V )
CAL L C T L I N E t 1 J 1 )
* 1 MUNVj LINE<'
(U)NI FORM ( L L )
...
0 . 0 1 K / F T MI N
CAL L L T L I N E C
9
.
9
9
KZ F T MAXI MUM
*V )
C ALL C T L I N E C J '
CA L L L T L I N E C
( AASHTO T ) RUCK ( L L )
--------(H I 0 - 4 4 ) S 1 )
CALL L T L I N E C
(HI 5 -4 4 ) V )
CALL L T L I N E t 1
(
H
2
O
4 4 ) t 1)
CAL L L T L I N E t 1
(HS I 5 - 4 4 ) V )
CALL L T L I N E t 1
( H S 2 0 -4 4 ) $ 1)
CALL C T L I N E t 1 J 1
CALL C T L I N E ( 1 J 1 )
CAL L
* THE F O L L O W I N G A E X - J 1 )J ’V' E R I C A L I N P U T S H A L L 3 E 0 e c 1 v 1 a L I N N A T U R E W I T H
CAL L
CALL C t l i n I c v p t i o n s ,' m i C H SHAL L fi E i n t e g e r s . . . $ • )
CALL L T L I N E t 1
I .
(N)IIMBER
OF
SPANS
3.
( S ) 1I P P O R T
NUMBER
81 7
818
819
820
821
822
825
826
827
828
829
830
III
E
837
838
539
840
841
842
84 3
844
845
846
847
848
849
850
851
I
856
857
358
859
860
361
862
‘SO
CAL L
*RSV )
863
864
86 5
866
867
868
L T L I N E C
2.
CALL
CALL
C T L I N E ( 1 V )
C T L I N E t 1J 1)
CALL
C T L I N E C V
) LL
(S)PAN
4 .
NUMBERS
ALPHANUMERIC
INPUT
SHALL
BE
IO T H -P O IN T
UPPER
NUMBE
CASE. V )
CALL
C T L I N E t 1J 1)
I F ( I M . E T . 1 F 1 > THEN
8 69
870
871
*
Cv
)"
L T L I NF ( 1 ( P ) RESS
( RETURN )
TO
RETURN
TO
Lt l i n e C(P)RESS
( return)
to
conti nue.
( I ) NTROD UCT I O N
ELSE
I?!
875
876
877
878
879
580
SEVERAL
I NCORPORATED. $ ' )
E NDA I E
370
CALL
ENDTAE(O)
CALL
ENOPL (C)
I F ( I M . EQ. 1 F 1)
GO T O
385
CALL
TABL E T ( 1CENTER 1, 1LO N G 1 )
CALL
L T L IN E C ( N O M E N C L A T U R E )* 1)
CALL
L T L I N E C ( ------------------------------------) $ • )
.
.v >
(M)ENU
52
R81
BR?
RF 3
RR4
885
886
887
888
889
890
891
892
893
894
895
896
897
898
899
900
901
902
903
904
905
906
907
908
909
91 0
911
IiJ
91 5
91
91
91
92
7
8
9
0
CALL
*S
CAL L
( A ) ......... .. ..............................
REACT I ON
( S) UPPORT
LTLINEC^
'
> L . 2 ) N> L X ) ( A > L . 2 ) 0 > L
X
) .....................................
LTLINfcCt
TO U N I T
( O ) ..................................... ..
p EACT I ON
AT
SHEAR
LOAD.
TO U N I T
LTLINECt
’
( C ) .........
.............................
'
CALL
REACT I ON
GRAMS
L T L I N E C t ' 1 ( E ) ...........................................
FROM
MODULUS
AT
OF
SHEAR
3
NS")
3
31',
AT
RI G
SPAN N S " )
( S) UPPORT
SPANS
" " "
(N)O.
AND
LOAD,
7
AT L c F
SPAN
( S ) H 0 PORT
' c S E L ^ I S E c " ^
GPAMS F RO, SPANS 2
rail
P T L I N c C S 1)
CAL L L TL I NE C
> 1 . 2 ) l > L X ) ( n > L . 2 ) 0 > L X ) .....................................
CAL L
(N)O.
E L A S T I c ' w E I G H T ^ o i A G R A M S ^ S P A N s ' N ^ A N D ' N ^ H l s c ' l ^ H X S * ) ............
^ A E r L f ^ I ^ c T ' " " " " "
CAL L
AT
(N)O.
4
AND A S ' ,
ELASTICITY,
XSIS')
CA L L L T L I N E C t ' 1 < I > L . ? > N>L X ) , ( I > L . 2 ) N> H . 8 ) + I > H XLX ) .................... .. " " M E
* i j TS OF I N E R T I A , Sd ANS N AND N> H . 8 ) + I > H X ) , FT > E . 6 H . 3 ) 4 > EX'I X ) T )
CAL L C T L I N E ( ' O
CAL L C T L I N E C t j )
CAL L
CAL L
CALL
L T L I N E C (P) RESS
E N D T A E ( O)
ENDPL( O)
K i i
* T I C WEI GHT
( RETURN)
TO C ONT I NUE . . . t ' )
........................................
D I A GRA M,
LEFT
RFACTMN
OF ELAS
SPAN N S ' )
P A L L L T L I N E C t ' 1 ( M > U . 2 ) L > L X ) ........................................
* T END QF SPAN N S ' )
SUPPORT
MOMENT
AT LEF
A ^ L l k ^ i ^ ^ U P p S R T ^ O M E H f l ^ r r M N S E C U n v l 1^ ^
iM
926
927
928
9?9
930
ill
934
3%
937
938
939
940
941
944
94 5
946
94 7
948
949
950
CAL L
LTL I NE( '
CAL L
LTLINECt ' 1
3%
4
5
6
7
8
ANDN>H..8)+1>HX)S')
L,NEV1
IS
UFI NG
S I I P L E - S = AN MOMENT
SUPPORT
CAL L L T L I N E C
( M > L . 2 ) X > L X ) ..........................................
* A P P L I E D UN I T _ L O A D S ' )
MOMENT
MOMENT
AT
P A L L L T L I N E C t ' 1 ( P> L . 2 1. 3 ) I > H XL V ) , ( P >L . 2 H. 8 ) 2> H X LX ) ,
* > H X L X ) .............. .. APd L I F O P OI N T L O A D S S ' >
CAL L
L TL I IJ E C
( R ) .............................................
TOTAL
R E A C T I ON
ADJ ACENT
CA L L L T L I N E C t ' 1
* U P P O RT N S ' )
( R > L . 2 ) N > L X ) ........................................
CAL L L T L I N E C t ' 1 ( V > L . 2 ) L > L X , ........................................
* S D A N LOADSC NI T H U N I T L D A D S ' )
CAL L
LTLINECt ' 1
CAL L
CA L L
CTLI NE C S ' ,
CT L I N E C S ' )
CALL
CAL L
CALL
L t l I N E ( i I p ) RESS
E N DT A E ( O)
E N D P L ( O)
r j|
( V > L . 2 , 0 > L X ) ........................................
OF
AT
A P OI N T
RI G
OF
(P>L. 2H.8) 3
ELASTI C
NEI
SPANSS' ,
SUPPORT
SHEAR
AT
RE ACT I ON
LEFT
SI MPLE- SPAN
AT
S
END OF
SHEAR
AT
TN F ( 1 B* )
( R d TURN)
TO C O N T I N U E . . . ! ' )
C A L L L T L I N E C ce i r ( V > L . ? ) R > L X ) ........................................
SPAN L O A p E D i NI TH U N I T L O A D S ' )
SHEAR
AT
R I GHT
CA L L L T L T N F C
( V> L . 2 > X >L X > ........................................
* DPL I E D UNI T L O A D S ' )
SHEAR
AT
A d OI N T
*
AT
DEVELOPEDS' )
CAL L L T L I N E ( '
( M > L . 2 ) R > L X ) .........................................
*H T END OF S P A N i N S ' )
r aI I
95 6
957
958
959
96 0
961
N,
( M > L . 2 ) 0 > L X ) ........................................
‘ cP
A ^ NL T M N ^ ; l ; ' F L J ENCF
I
96
96
96
96
06
F
L T L I N E tC 1 ’
l i l i L ^ l ^ i Y l F A R s Z L E F r o r s U p S o R T S ^ A N k i ^ S ) ^
P A L L C T L I N E C S' )
END
OF
OF
A
53
969
970
971
C IL L
L TL I N E < '
> L . 2 ) R">LX) ( V > L . ? ) N > I . 5 ) - 1 > H X L X ) ,
>L . 2 ) 8 > L X ) ( V > L . 7
* ) N > L X ) ........................ S H E A R S
R M H T
9F
SUPPORTS
N > H .3 )- 1 > H X )
AND
N t ' )
CALL
CTLINEC ' V )
CALL
LTL INE ( '
A > L . 2 ) N > L X ) ........................................................ D I S T A N C E
FROv
LEFT
F ND
» OF
SPAN
N TO U N I T
LOAD V )
CALL
CTLINEC ' V )
CALL
LTLIN E C'
B > L . 2 ) N > L X ) .......................................................
DI STANCF
FR07
RIGHT
EN
* D OF
SPAN
N TC U N I T
L O A D S ')
CALL
C T L IN E C ' $ ' )
CALL
L T L I NE C '
C> L . 2 ) N > L X ) ,
C > L . 2 ) N > H . R > + 1 > H X L X ) .................................
DTSTAN
*CE
FROM L E F T
E N ) OF
SPAN
N OR N > H . 8 ) + 1 > H X )
TO
C E N -S ')
CALL
L T L IN E C '
TROID
OF E L A S T I C
WEIGHT
DIAGRAM
974
975
I
I
I
I
977
978
979
980
981
982
983
984
985
986
987
988
989
990
991
09?
993
994
995
996
997
998
999
000
001
002
003
I
I
I
I
I
0
0
0
0
0
0
0
0
0
1
*< ' )
CALL
C T L I NE C ' S ' )
CALL
L T L I NE C '
O > L . 2 ) N >1. X > ,
D > L . 2 ) N > H . 3 ) + 1 > H X L X ) .................................
DISTAN
* C E FROM
RIGHT
END
OF
SPAN
N OR N > H . 8 ) + 1 > H X )
TO
C E N -S ')
CALL
L T L I NE C '
TROID
OF E L A S T I C
WEIGHT
DIAGRAM
*$ ' )
CALL
C T L IN E C 'S')
CALL
LTL IN E C1
L > L . 2 ) N>LX>,
L > L . 2 ) M > H . 8 ) + 1 > H X L X ) ................................
LENGTH
*
OF
SPANS
N AND N > H . 8 ) + I > H X ) t ' )
CALL
C T L IN E C 'S ')
CALL
L T L I NE C '
N > H .S ) - I >HX) ,
Ny
N > H . 8 ) + 1 > H X ) ...................
S P A N OR
SUPPO
*RT
NUMRER S i ' )
CALL
CTLINEC ■S')
LC AA L L LL IT L I NN Et Cl W > L . 2 > N > L X > y W ^ L ., A
? >) N
N 8> M
H 1, 8 ) + 1 > H X L X ) ...............................
UNT FOR
*M
L IV E
LOAD
IN
SPAN
^ AND N > H . 8 ) + 1 > H X ) S '
CALL
C T L IN E C 'S ')
CALL
C T L IN E C 'S ')
CALL
C TL I N E C S ' )
CALL
L T L I N E C ' CO)RESS
CRETURN)
T O C ON T I N U E . . . S ' )
CALL
ENDTAP(O)
CALL
ENDPL(O)
CALL
T ABLE I C ' CENTE R ' y ' L O N G ' )
CALL
L T L IN E C '
X .........................................................
DISTANCE
FROM
LEFT
END
OF
SPAN
* N TO
THE
3 CINT
A TS ')
CALL
L T L IN E C '
WHICH
THE
INFLUENCE
LINE
I S OEI
*NG
OEVELOPEDi ')
CALL
C T L I NE C ' i ' )
•CALL
L T L IN E C '
* D > > L . 7 >N > H . 8 )-1 > H X L X ) /
* D) > L . 2 ) N>LX ) ,
* D ) > L . ? ) N >
* H . 3 ) + 1 > H X L X > . . . .
I N I T I A L
VERTICAL
DISPLACEMENT
CF 3 A O J A C E N T S ' )
CALL
L T L IN E C '
SUPPORTS
N> H . 8 ) - I > H X ) ,
Ny
AND N
* > H . 8 ) + I > HX >i ' )
CALL
C T L IN E C 'S ')
CALL
L T L IN E C '
* D ) > L . 2 ) 0 > L X ) .....................................................
S I vPLE-SPAN
D E F LtC T I
* O N AT
POINT
WHERL
ES
S '' )
CALL
L T L I N E C
INFLUENCE
L IN E
IS
BEING
DEVELOP
6
7
8
9
0
18%
101
I 01
101
10 1
I 01
I 01
101
I 0?
3
4
5
6
7
8
9
0
* F D$ 1 )
CALL
C ILINEC ' i ' )
CALL
L T L I N E C
* D ) > L . 7 ) X > L X ) .....................................................
D E F L E C T ION
AT
A =OIN
* T OF
A P °L IE D
UNIT
LO AD S')
CALL
C T L IN E C 'S M
CALL
L T L I N E C
* 3 ) > L . 2 ) N > H . 3 ) - I > HX L X >.
REAM R O TA TIO N
'
TO
RIGHT
CF
SUPPORT
N>H. 8 ) - I > HX) t ' )
CALL
CTLI N E C 'S ')
CALL
L T L IN E C '
* U ) "> L . 7 > N > L X ) .....................................................
3 E AM R O T A T I O N
TC LFF
* T OF
SUPPORT
NS')
CALL
C T L IN E C ' S')
CALL
L T L I N E C
* N ) > P L . 2 ) N > L X G E I . I > y ■> E X ) .....................................................
REAM
ROTA
* T I O N TO R I G H T
OF S U P P O R T
N S ')
CALL
C T L IN E C 'S ')
CALL
L T L I N E C
* Q ) > L . 7 ) N > H . 3 C - 1 > H X L X ) ...............................................
REAM R O T A T I O N
*
TO
LEFT
OF
SUPPORT
N > M . .3 C I > H X > $ ' )
CALL
C T L IN E C ' I ' )
CALL
C T L IN E C 'S ')
CALL
C T L IN E C ' S ')
CALL
L T L IN E C ' (P)RFSS
(RETURN)
TO R E T U R N
TO
CI ) N T R O D U C T I O N
(M )E N U ..
I 0?1
I
1
1
I
022
0 2 3
024
025
I rV O
I 029
I 030
I 031
1032
I 033
I 034
1035
10 3 6
I 037
1038
I 039
I 04 0
I 04 I
1042
I 043
I 04 4
I 045
I 04 6
I 047
104 8
I 049
IW
I
I
I
I
1
05
05
05
05
05
2
3
4
5
6
‘ .S' )
335
CALL
ENDTAP(O)
CALL
E N O P L CU)
TYPE
735
GO T O
23?
C
C DFVELOPMENT
S E G v FNT
Fr 0 M M AIN
MENU
C
400
TYPE
326
TYPE
733
TYPE
407
40?
FORMAT C '
DEVELOPMENT
OF
INFLUENCE
L I N E S ')
TYPE
403
403
FORMAT C '
-------------------------------------------------------------------------------------------' / )
TYPE
404
404
F O R M A T ( T 6 y 'I t
is
e s s e n t i a l f o r a StuMent t o f u l l y u n H
‘ n f l u e n c e
l i n e
nr I - ' )
TYPE
405
405
F0R M A T(T6y ' i n a t e s
a re
c o m p u te )
b e f o r e
p r o c e e d i n j
to
a
*pp l i c a t i o n .
T h i s ' )
TYPE
405
erstan
i
how
p a r t i c u l a r
i
a
54
IO bi'
I 058
I 059
IBS?
I 06?
I 063
406
407
408
409
I
I
I
I
I
I
I
1
1
I
066
06 7
068
069
070
071
072
07 3
074
975
410
*
470
421
I 078
I 079
I 080
1081
I 082
I 083
I 084
I 085
I 086
108 7
I 088
10 8 9
I 090
I 091
1
I
I
I
1
I
09
09
09
09
0 9
09
422
C o n c e p t
41 4
415
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416
FORM AT ( T l I r 1 ( D )
C o m p u t a t io n
417
418
FORMAT ( T l I / ' (E)
R e t u r n
I
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1
1
I
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120
121
12 2
123
I 24
I 25
I 26
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128
I 29
130
u s e d
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i n f l u e n c e
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t h e
when
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430
F ( D m I l T 3 ' A !' ,' 1 . 0 R .
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418
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GO T O 4 3 0
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GO T O 4 4 0
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TYPE
529
TYPF
720
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LOGIC
E R R O R - - P L E AS E S P E C I F Y
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TYPE
825
ACCEPT
4 3 ,
ZZ
I F ( Z Z . f E . ' C ' )
GO T O
721
TYPE
785
GO T O
470
END
IF
GO
TO 4 3 2
END
IF
TYPE
735
GO
TO
33
CALL
T A B L E T C CENTER' , 'L O N G ')
„ , „ , ,
CALL
L T L I N E C (CONCEPT
OF
INFLUENCE
LINES
J
)
CALL
L T L I N E C ( ; ---------------------------------------------------------------------------- >
CALL
V
a l l
L T L I N E C U ) LTHOUGH^ IN FLU E N C E
1 L T U
11C A L L V
‘
c a l l
‘
c a l l
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LET
SOME
TO
US
CONSIDER
ON
L T L I N E C (P)RESS
ENDTAB(B)
IN S E R T (3)
AREA2D(I 6 . , 3 . )
( RETURN)
FO
FOR
FOR
P R IN C IP LE
W ILL
s t r u c t u r e
PO SITIO N
A
.
THF
DA
MOST
CONTINUO
IS
S T ILL
"INFLU EN CE
(T)H E
GIVEN
W IT H IN
p r o p
LOAD
SO
A
STRUCTURE,
P R O B LE M .S ')
INFLUENCE
THE
BEAM
3-SPAN
. . . . s ' > t?et(8)
CALL
CALL
CALL
CALL
THOSE
BASIC
t h e
PHYSICAL
DEVELuPED
TO
r r T i n u c
DEFLECTIONS
THE
BEAM
STRUCTURE
THIS
BEAM,
t
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POINT
SHEARS,
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THE
RE A T L Y 5 S I M P L I F I E S
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ON
WHERE
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TYPE,
p o i n t s
SAY
BE
POINT
I N 1 DETERMINING
L T L I N E C (F)OR
V
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I JFL JENCE. IT
CALL
L T L IN E C O N
c a l l
V
LTL I NE('E F F E C T S ,
CALL
‘
e
a
LIN E S
W ILL
N E C WHAT* T H E R STRUC TUR E
L T L I N E C I S
ALL ' LTL
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C H I ST DI SC US S ION
L T L I N E C T I O N E D °
c a l l
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1119
F O R M A T ( T 6 ,' th e
g e n e r a l
p r i n c i p l e s
o f
*e
a p p l i c a t i o n
se g- 1 )
TYPE
412
FORMAT I T 6 r ' m e n t
o f
t h i s
p r o g r a m .
Z )
I n f l a g i =I
TYPE
421
FORMAT(T6r'DEVELOPMENT
MENU')
TYPE
422
FORM AT(T6e ' = === == = = = == == = = = ' / )
TYPE
d e v e lo p m e n t
t o a p o l y ' )
FORMAT ( T l 1 , ' (A)
TYPE
414
FORM AT I T l I / ' ( B )
720
I 106
I I 07
I 108
I I 09
111 0
1111
1112
111 3
111 4
111 5
111 6
11 1 7
111 8
s t u d e n t
41 3
4
5
6
7
8
9
1101
I 102
I I 03
FORMAT ( T 6 * ’ s e g m e n t
of
th e
p r o g r a m
w i l l
p r e s e n t
th e
* t h e
g e n e r a l
3-mo - 1 )
TYPE
407
FORMAT ( T 6 / 'm e n t
e q u a t i o n
and
o t h e r
e q u a t i o n s
w h ic h
+ m o o t i n g
i n f l u e n c e ' )
TYPE
408
F O R M A TlT 6 , ' l i n e
o r d i n a t e s . ' / )
TYPE
400
FORMA T ( f 6 r ' The
s t u d e n t
w i l l
t h e n
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th e
e q u a t i o n s
*ue nc e
l i n e s
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TYPE
410
FORM A T I T 6 r ' g i v e n
beam .
C o m o le t i on
of
t h i s
se g m e n t
C O N T I NU E . . .
S' >
AT
LIN E S
AND
OTHER
BEAM
ARE
" EVELO
DETERMINING
AS
POINTS
SHOWN
T
ON
BELOW
55
I H S
I 146
1147
114 8
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H ii
1154
1155
1 1 5 7
I 158
115 9
I 160
1161
116 2
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I 164
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I 169
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1174
1175
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I
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I 78
1 7 9
180
181
18 2
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185
186
1 8 7
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189
190
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192
193
I 94
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I 198
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I 202
I 203
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207
208
209
210
21 I
121 3
1214
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I 216
I 217
1218
I 21 9
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I 222
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1 226
H IS
TALL
CALL
CAL L
CAL L
CAL L
CAL L
CALL
HE I G H T ( . 2 5 )
SETCLRC' CYAN' )
V E C T 0 R ( 1 . , 2 . , 1 4 . 5 , 2 . ,,00 )
V E C T OR ( . 8 , 1 . 8 , 1 . 2 , 1 . 8 ,, 0 )
VECT0R(.9,1.8,1.,2.,0)
VECTOR( I . , 2 . , 1 . 1 , 1 . 8 , 0 )
VECT0R(3.8,1.8,4.2,1.8,0)
CA^
CA L L
CALL
CA L L
CAL L
CAL L
VEcf0R(?% Z3h!Cl4:7;?:!Kn)
B L C I R U . , I . 9 , . I , .01)
BLCIR ( 8 . 5 , 1 . 9 , . 1 , . 0 1 )
CALL
CAL L
CALL
CALL
CAL L
CALL
CALL
CALL
CALL
CAL L
8 L C I R ( 1 4 . 5 , 1 . 9 , . 1 , . D 1 )
H E S S A GC ' ( I ) ' , 3 , 2 . 2 , I . 6 )
MESSACt ' ( I ) ' , 3 , 6 . 2 , I . 6)
MESSAG( ' 2 ' , I , 3 . 9 , 2 . 2 )
MESSAG C 3 ' , 1 , 8 . 4 , 2 . 2 )
'I E S S A G U 4 ' , 1 , 1 4 . 4 , 2 . 2 )
S E T C L R ( ' GREEN' )
VECTOR ( 2 . 5 , 3 . , 2 . 5 , 2 . I , 1 4 0 1 )
m e SSAGC' I
K IP ',5,2.7,2.7)
SETCLfiUYELLOW')
VECTORd. , . 5 , I . , I . 5 , 0 )
VECTORU.,. 5 , 4 .,1 .5 ,0 )
V E C T 0 f i ( 8 . 5 , . 5 , 8 . 5 , 1 . 5 , 0 )
E itt
CALL
VECT0R(4.,.7,8.5,.7,1402)
E itt
» !s s < o < ! i o o i ,'3”
CAL L
CAL L
MESs S
sA G u H B H i d i : ; ^ )
MESSAGC• ( S ) PAN I ' , 8 , 1 . 7 , 0 . 3 )
CAL L
CAL L
CALL
CALL
CA L L
* I NTS
CA L L
CAL L
CAL L
* )S•)
CA L L
*) S • )
CAL L
*- S' )
CALL
*71 S ' )
CA L L
*01 S ' )
CA L L
*91 S ' )
CA L L
*- S' )
CA L L
CALL
: E : 8 '', , 0 ! ’
RESET('HEIGHT')
E NDGR( O)
ENDPL( C)
TABLETU CENTER','LONG')
L T L I N E t ' ( A ) S T HE U N I T LOAD I S
OF EACH S P A N , S ' )
GENERATED
CTLINEC' I ' )
C TL I N E U S ' )
L T L I N E ( ' >T1
5 >
(U N IT
LTLINEOTI
5)
(
LTLINEOTI
5 ) ■
LOAD
TH E
SEPARATELY
INTERIOR
P O S I T I ON
MOMENT
TO
THF
SUPPORTS,
AT
SUPPORT
MIDPO
AND
A
MOMENT
2
A
SUPPORT
LTLINEOTI ,
5 )
( M ) IDPOINT
(S )P A N
I
-
8 . 0 2
+
I
L T L I NE O T I .
5 >
( M ) IDPO IN T
(S )P A N
2
- 1 4 . 1 7
-
9
LTLI N E O T I ,
5 )
( M ) I D P O I NT
(S )P A N
3
+
- 2 2
6 . 8 7
L T L I NE O T I . 5 -----------------------------------------------------------------------------------------------------------CTLINEUS')
CTLINEC' S ' )
* F L U E N C E L L I N e ' o r D I - V )F E C T '
THE
* CP O I N T S L ONET HE AB EA MEV ) THE
*Ei |EL N T L O F , THEE i N I 0 T S ' ? O I N T S
* I N E L I S T DE v I l o PED V i1e e r 1 0 r
a^
TW0
REI NG
* F O R L T H E L ; i OE E.NTSAA T V ) OTHER
* R As i p
CA L L
CA L L
CAL L
CALL
CA L L
CAL L
CAL L
CAL L
APPLIED
AT
0 ve
TABUL ATED
INTERI0R
SUPPORTS
™ E MI DP0I NT
P0INTS
SUPP ORTS
WI L L
AND
RESULTS
0F
AT
CA L L
VECTOR!.9 , 2 . I , I . , 2 . 3 , 0 )
ns;
CAL- L
V E C T O R O s i d n H ' , ? 1. H O )
THREE
EACH
S PA N.
GENERATE
additional
THUS
ENTI RE
THE
C R T S EA RE T S HOWNV ) T I V E "1° MENT I N F L U E NCE L I N E S
L T L I NEC' B E L O W . . . S ' )
CTSET(9)
L T L l N E U ( P ) RESS ( RETURN) T O C O N T I NU E . . . S ' )
E N DT A B ( O)
I NSERT(O)
AREA2D(16.,3.)
HE I G H T H 2 5 )
SETCLRUCYAN' )
I 229
I 230
REPRESENT
FOR
SPECI FI C
(P)LAC
values
I NF L U E N C E
THE
IN
L
I NTERI O
56
I Z33
im
I
I
I
I
I
I
I
I
I
237
238
239
240
241
242
243
244
245
!
I
I
I
! < 7
248
249
250
904
VAl
905
I 257
I
I
I
I
I
I
I
I
I
I
I
2
2
2
2
2
2
2
2
2
2
2
60
61
62
63
64
65
66
67
68
69
70
i r'
V 7A
1
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
1
I
I
1
I
I
I
I
I
I
I
2 7 3
274
275
276
277
278
279
280
281
282
283
284
285
286
287
288
28 9
290
291
292
293
294
295
296
297
298
299
300
301
302
303
304
305
306
3 0 7
308
309
3 1 0
31 I
31 2
31 3
314
315
316
31 7
CALL
L T L I N E t ' (T)HE
OBVIOUS
QUESTION
NOW
IS - -( H ) O W
AR F T H E
INFLUENC
=F
L IN E
ORDINATES
CO M -S ')
CALL
L T L I N E C P'JTED?
(T)H E
ORDINATES
ARE
COMPUTED
USING
A SYSTEM
O
=F
EQUATIONS
WHICH
ARES')
CALL
L T L I N F d DERIVED
FROM
(M)OMFNT
(A)REA
THEOREMS.
(A)
BRIEF
DFV
=FLOPMENT
AND
PRESENTATIONS')
CALL
L T L I N E ('O F
THE
EQUATIONS
IS
GIVEN
IN
PART
(H)
OF
THIS
SEGMENT
♦ .S' >
44 0
441
44 2
443
444
1 31 a
13 1 9
I 320
CALL
V E C T 0 R ( S . 3 , 2 . 1 z H . 7 , 2 . 1 , 0 )
CALL
V E C T 0 R ( 1 4 . 3 , 2 . 1 , 1 4 . 7 , 2 . 1 , 0 )
CALL
OLCIR ( 4 . , 2 . 2 , . 1 , . 0 1 )
CALL
ALC IR ( 8 . 5 / 2 . 2 , . I z . 01)
CALL
3LCI R (I 4 . 5 , 2 . 2 , . I
01 )
CALL
SETCLRC'G REEN')
CALL
S T R T P T d . , 2 . 3 )
00
904
1 = 1 ,3 0
CALL
C O N N P T ( X L I ( I ) , YL I ( I ) )
CALL
BLCIR ( 2 . 5 , 1 . 9 6 , . 0 4 , . 0 1 )
CALL
A L C I R ( 6 . 2 5 , I . 7 , . 3 4 , . 0 1 )
CALL
O L C I R d l . 5 , 2 . 5 9 , . 0 4 , . 01 )
CALL
O E S S A C d - 8 . 0 2 ' , 5 , 2 . 2 , I . 46)
CALL
M E S S A G d - I 4 . 1 7 ' , 6 , 5 . 9 5 , 1 . 2)
CALL
M E S S A G d + 6 . 8 7 ' , 5 , 1 1 . 2 , 2 . 8 )
CALL
V E C T 0 R ( 4 . , . 6 , 6 . , . 6 , 0 )
CALL
M E S S A G d -(M )
AT
(S)UPPORT
# 2 ' , 2 0 , 6 . 5 , . 5 )
CALL
SETCLR ( ' YELLO W )
C ALL
S T R T P T d . , 2 . 2 )
no
905
1 = 1 ,3 0
CALL
CO N N P K X L I ( I ) , YL2 ( I ) )
B L C I R ( 2 . 5 , 2 . 3 7 , . 0 4 , . 0 1 )
CALL
3 L C I R ( 6 . 2 5 , 1 . 9 2 , . 0 4 , . 0 1 )
CALL
B L C I R ( 1 1 . 5 , 1 . 3 2 , . 0 4 , . 0 1 )
CALL
M E S S A G d +1 . 71 ' , 5 , 2 . 3 , 2 . 5 )
C ALL
MESS A G ( ' - 9 . 0 1 ’ , 5 , 5 . 9 5 , 2 . 5 ) ,
CALL
MESSAGE' - 2 2 . 9 1 ' , 6 , 1 1 . 1 , .3 2 7
CALL
VECTOR ( 4 . , . I , 6 . , . I . 0 )
C ALL
MESSAGE'- ( M )
AT
(S)UPPORT
« 3 ' , 2 0 , 6 . 5 ,
CALL
R E S E T C HEIGHT * )
CALL
CALL
ENOGR(O)
CALL
ENDPL (O)
T A B L E 1 C CEN T E R ' , ' L O N G ' )
CALL
CAN BE
DRAWN
FROM
A QUICK
INSPE
L T L I N E d ( S ) E V E R A L
CONCLUSIONS
CALL
=CTION
OF
THE
AOOVES')
CALL
L T L I N E ( ' INFLUENCE
L IN E S .
( A ) SSUMING
A CONSTANT
MOMENT OF
I NE
= FR TIA
FOR
THE 3 E A M , S ' )
CALL
L T L IN E d T W O
CONCLUSIONS
OF
SPECIAL
IMPORTANCE
AR E - : O ) 1 : 1 )
THE
*
MOMENT
AT
A SUPPORTS')
CALL
L T L I N E d I S
GREATEST
WHEN
THE
LONGER
OF A D J A C E N T
SPANS
IS
LOAD
= E D AND
: 0 ) 2 :1 )
THE
M O -S ')
CALL
L T L I N E d MENT
AT
A SUPPORT
MAY
BE
REDUCED
BY
LOADING
APPROPRIA
= TF
NON-ADJ ACENTS')
CALL
L T L I N E d SPANS.
(T)H E
STUDENT
IS
ENCOURAGED
TO R E C O G N I Z E
ADOI
=TIO N AL
SUCH
RELA T I O N - S ' )
CALL
L T L I N E t ' SHIPS
WHICH
EXIST
BETWEEN
APPLIED
LOADING
AND
INFLUEN
= CF
L I NE3 . S ' )
CALL
C T L I N E d S ' )
CALL
L T L I N E d ( A ) S
ONE
MIGHT
GUESS,
THE
PO SITIO N IN G
OF
A UNIT
LOAD
= AT
SOME
PO I N T
A F F E C T S S ')
CALL
L T L I N E ('NO T
ONLY
THE
SUPPORT
MOMENTS,
HUT
SPAN
MOMENTS,
SHEAR
=S ,
REACTIO NS,
AND
D E -S ')
CALL
L T L I N E t ' FLECTIONS.
(T)H US
IT
IS
POSSIBLE
TO D E V E L O P
THESE
VA
=RIOUS
TYPES
OF
I N F L U - S ' )
CALL
L T L I N E d E N CE L I N E S FOR ANY S I N G L E P O I N T ON THE R E A " .
(E)XAMP
=LES
OF
THESE
HAVE
BEENS')
CALL
L T L I N E ( j SHOWN
PREVIOUSLY
IN
THE
( IN T R O D U C T IO N ).S ')
445
CALL
C TL I N E ( " S ' )
CALL
C T L I N E d S ')
CALL
L T L IN E t ' (F)RESS
(RETURN)
TO R E T U R N
TO ( D ) E V E L O P M E N T
( M ) E N U ------= S ' )
CALL
ENDTAB(O)
CALL
ENDPL(O)
TYPE
785
GO
TO
470
TYPE
785
TYPE
441
FORMAT( '
I N F L JENCE
L IN E
E Q U A T IO N S ')
TYPE
442
FORMAT ( '
------------------------------------------------------------------------ ' / )
TYPE
443
th e
o e n e r a l
F O R M A T ( T 6 , 'A l t h o u g h
i t
i s
r e l a t i v e l y
s im p l e
to
s k e t c h
s h a p e
o f
an
i n - ' )
TYPE
444
l i n e
o r d i n a l
FOR MAT ( T 6 , ' f I u e n c e
l i n e ,
t h e
means
by
w h ic h
i n f l u e n c e
e s a r e
c o m p u t e s ' )
TYPE
445
o r d i n a t e s
a r
I n f l u e n c e
l i n e
FORMA T ( T S , ‘ is
som ew h at
m ore
i n v o l v e d ,
e
c o m o u t e d
u s i n a ')
57
1
1
I
I
I
321
322
323
324
325
TYPE
* l° M o 5 e n t T 6A r l 5 - ) t i0 n s
TYPE
447
H I?
I 328
I 329
H3?
HH
I
I
I
I
I
I
I
I
334
335
336
337
338
339
340
341
^HH
I
I
I
I
I
I
I
I
344
345
346
347
348
349
350
351
TYPE
449
450
451
36 7
368
36 9
370
371
372
373
H IS
I
I
1
1
I
1
376
377
3 7 8
3 7 9
380
381
HSI
I
I
I
I
384
385
386
387
HH
I 390
I 391
H
S
I
I
I
I
I
I
I
1
I
I
I
I
I
I
I
I
394
395
396
397
398
399
4 0 0
401
402
403
404
405
406
407
408
dnd
ffO u a t i o n s
d s V ffIopeO
o f
from
t h e
f u n d a m e n t ,
s t a t i c
e q u i l i b r i u m .
A
b r i e f
^
" r e s e n t e d
T Y P E ^ I
s
H *
' m a t e r i a l
to
be
u s e d
l a t e r
453
454
FORpO A T m i , '(8)
S u p o o r t
455
F 0 RM A T ( T 1 1 , '
( C)
Span
456
F 0 RM A T C T I
TYPE
457
FORMATITI
TYPE
458
FORMAT ( T l
TYPE
459
FORMAT( Tl
TYPE
46
ACCEPT
4 8
( D)
S h e a r
452
457
458
459
460
I , '
464
CA L L
CALL
CALL
*ATEL
th e
s t u d e n t
and
w i l l
s e r
R e a c t i o n
1 , '
D e f l e c t i o n
(F)
I , ' ( 3 )
R e tu r n
EM
'• Aa '•
by
th e
s t u d e n t . ' / )
e q u a t i o n s ' )
e q u a t i o n s ' )
e q u a t i o n s ' )
I , '( E )
e q u a t i o n s ' )
to
e q u a t i o n s ' )
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460
464
465
466
467
468
469
', ' LONG' )
L T L I N E ( ' ( 3- MOMENT E Q U A T I O N ) V )
L T L I NE ( ' ( --------------------------------------- ) $• )
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CONTI NUOUS
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moment
moment
IFIEM.LT.
. O R . ,E M .
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TYPE 7 8 5
GO TO 4 7 C
END I F
I F ( E
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f o r
449
F 0 R 8 A T C T 6 , ' EQUATION
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TYPE
452
F O R M A T ( T 6 , ' -------------------------------------- • / )
TYPE
453
F 0 R M A T ( T 1 1 / '( A )
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360
361
362
363
364
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♦ d e r i v a t i o n ' o f * ) rei,S
TYPE
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I
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446
446
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OVER
CLASSIFIED
( C) ONTI NUOUS
THREE
AS
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LOADI N
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T H E S ' ) F ™ E H E A '1 I S
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I N D E T E R MI N
♦ E H e SENTE D e A ^ mA f1S I N G l S s ' ) HE SUPP0 RT S ARE KNOWN, EACH SPAN CAN BE R
CAL L L T L I N E C SPAN, S T A T I C A L L Y D E T E RMI NA T E BEAM AND THUS THE TOTAL
♦ BEAM WI L L BE S T A T I - S ' )
CALL L T L I N E C CALLY D E T E R M I N A T E . S ' )
CA L L C T L I NE C S ' )
* U O N S L ANONR O n T t o N S HA T $ ' ) H<n,N
^
* Ct h e
supports
the
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along
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1 ^ L L
.
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♦ P ^ R T ^ Y ' U S I ^ ' ^ M E N T S ' ^ " R' ^ E"'
CAL L L T L I N E f il AREA THEOREMS AND THE
CA L L
CA L L
CAL L
CAL L
CALL
CAL L
CAL L
CAL L
CAL L
CAL L
CAL L
CAL L
C ALL
CA L L
CA L L
CAL L
length
F° R T4 E
EXPERI ENCE
beam
°^ELOPMENT
DEFLEC
rotations
OF
THE
at
3 - MO
' " E » E A " " N A T I O N AT EACH SN
P R I N C I P L E OF SU PE R P OS I T I ON . S ' )
L T L I N E C ( P ) R E S S ( R E T U R N ) TO CONTI N U E . . . S ' )
ENDT AR ( O)
INSERT(IO)
AREA2D( I 6 . , 3 . >
'I E I G H T ( . 2 5 )
SETC LR C CY AN' )
VECTOR( I . , I . 6 , I 5 . , 1 . 6 , 0 )
VECT0R(1.S,1.4,2.2,1.4,0)
VECT0R(7.8,1. 4 , 8 . 2 , I .4,0)
V ECT OR f I 3 . 8 , 1 . 4 , 1 4 . 2 , 1 . 4 , 0 )
BLCIR(2.,1 . 5 , . I ,.0 1 )
B L C I R ( 8 . , 1 . 5 , .1 , . 0 1 )
OLCI R ( 1 4 . , I . 5 , . 1 , . 0 1 )
MESSA G( ' ( I > L . 4 ) N ' , 8 , 4 . 6 , 1 . 1 )
MESSAGC( I > L . 4 )N >H.8 ) + 1 ' , 1 5 , 1 0 . 5 , 1 . I)
SETCLR('GREEN')
58
I MlV
14 1 0
1411
1412
1413
1414
I 415
14 1 6
14 1 7
I 418
1 4 1 9
14 2 0
I 421
I 422
I 423
901
14 2 5
142 6
I 427
I 428
I 429
I 430
1431
14 3 2
I 433
I 434
143 5
14 3 6
1 4 3 7
143 8
I 439
14 4 0
1441
I 442
144 3
14 44
144 5
I 446
14 4 7
144 8
I 449
14 5 0
1451
I 452
14 5 3
I 454
14 5 5
CALL
CALL
CALL
CALL
V E C T 0 R ( 1 . , 7 . , 2 . , 2 . , 0 )
V E C T0R M 4.,2.4,15.,2.4,0)
CALL
CALL
VECTOR ( 1 , 2 . , I , 1 . 7 , 1 3 0 1 )
V E C T O R CI 4 . , 2 . 4 , 1 4 . , I . 7 , I 3 0 1 )
CALL
CALL
V E C T 0 R ( 4 . , 3 . , 4 . , 2 . 5 , 1 4 0 1 )
V E C T 0 R ( 7 . , 3 . , 7 . , 2 . 5 , 1 4 O 1 )
V E C T O R < 2 .,7 .4 ,8 .,2 .4 ,0 >
V E C T O R ( 8 . , ? . , 1 4 . , 2 . , n >
Eiti
Eitt
CALL
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V E C T 0 R ( 7 . , . 1 , 2 .
V E C T 0 R ( 8 . , . 1 , 8 .
VECTOR< 1 4 . , . I , 1
V F C T 0 R C 2 .,. 3 , 8 .
V E C T 0 R ( 8 . , . 3 , 1 4
AESSAG < ' L > L . 4 ) N
. 7 , 0 )
. 7 , 0 )
. , . 7 , 0 )
. 3 , I 4 02)
, . 3 , 1 4 0 2 )
, 7 , 4 . 6 , . 5 )
Eitt
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A E S S A G C N > H .8 ) - I ' , 8 , I . 8 , . 0 )
ME S S A G C N ' , I , 8 . , . 9 )
Eitt
CALL
CALL
CALL
ENDGR(O)
ENDPL(O)
T A I L E K 'CENTER ' , 'LONG* )
* CAND
CALL
CALL
* 6 )
N ^ i 8 H ; > H n ? UR< I ) N P0 R 0 F R V ) THE
L T S E T d I )
R T S E T (12)
M > H X ) V
CALL
CALL
* rC A ( E )
* C MSC
1458
1 4 5 9
I 460
I 461
I 462
I 463
I 464
146 5
I 4 66
I 467
I 468
I 469
14 7 0
1 4 71
I 472
1 4 7 3
I 474
I 475
14 7 6
1 4 7 7
) ( ' < n
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.9,1401
Y= I .6
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A R C 2 (X ,Y )
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S E T C L R C G R E E N ')
CALL
V E C T O R d . , 2 . 4 , 7 . , 2 . 4 , 0 )
DO 9 0 2
1 = 1 ,7
CALL
V E C T 0 R ( I , 2 . 4 , I , 1 . 7 , 1 3 0 D
CALL
V E C T 0 R ( 3 . , 3 . , 3 . , 2 . 5 , 1 4 0 1 )
CALL
V E C T 0 R ( 6 . , 3 . , 6 . , 2 . 5 , 1 4 0 1 )
CALL
MESS A G ( ' W > L . 4 ) N ' , 7 , 4 . , 2 . 6 )
Sitt
SE TCLR( ' YE LLO W ')
TO
I . 6 , 0 )
, 8 , 3 . 5 , I . I )
Y= I J 6
CALL
A R C I( X ,Y )
C A lL
VA G R AM S
OF
OF
N
SPANS
AREA
t h e o r e m ^ ,
SPAN'
SPANS
AND
THE
OF
THE
THE
(H)OWEVER,
THE
t 0 t a L
MOMENT
( M / E I )
r ' " D" AE
M0MENTS
L T S E T (13)
C TSE T ( 1 4 )
R T S E T (IS )
C T L I N E C ( F ) IGURE
CTLINE< ' V )
L T L I N E ( ' (P)RESS
(
ENDTAB(O)
I NS E R T ( H )
AREA 2 D ( 8 . , 3 . )
HE I GH T ( . 2 5)
S E T C L R ( ' CYAN' )
VECTOR( I . , I . 6 , 7 . ,
M E 3S A G C ( I > L . 4 ) N '
SE TCLR( 'R E D ')
V E C T O R d . , . 9, I . ,1
V E C T 0 R ( 7 . , I . 5 , 7 . ,
STATES
X = 7.
902
DIAGRAMS
e d e d
*R E L L c O M P O S E D 0 IN T O PEH E V ) TION
CALL
CALL
CALL
CALL
CALL
CALL
CALL
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CALL
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CALL
FREE" B0° Y
N
N> H.
NEWSEI
C T L I N E C S ' )
* C(M /E n
1480
1481
I 482
14 8 3
I 484
148 5
I 4 86
14 8 7
I 488
1 4 8 9
I 490
1491
I 492
14 9 3
I 494
I 495
14 96
,
,
4
,
.
1
( M / E I )
TOTAL
AREA
THEOR
DIAGRAM
(F)O R
TRANSVERSE
DIAGRAMS
FOR
C O N T IN U E ... V
LOADING
SPAN
)
N . V )
O
THE
ARE
MAY
SPAN
N,
SHOWN
59
I 497
I 4 0R
I 499
1 son
C ALL
V E C T O R d . , . 1 , 1 . , . 7 , 0 )
CALL
CALL
V E C T O R d ^ '. I ' 7 * . '.* 3 'I 402)
8 E S S A C ( ' L > L . 4 ) N ' , 7 , 3 . 7 , . 5 )
I 501
EJtt
I 504
I 505
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5
5
5
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08
09
10
11
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538
5 3 9
540
541
54 2
543
544
545
546
547
I ii?
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1554
1
1
1
I
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55 5
55 6
5 5 7
558
5 5 n
560
561
562
563
564
565
566
567
568
569
570
iPl
iPi
I 574
I
I
I
I
I
1
I
578
579
580
581
582
5 8 3
584
S E T C L R d C Y A N *)
X=I .
Y= I .6
CALL
X = 7 .
Y=I .6
CALL
CALL
CALL
I
I 528
I 529
I 530
CALL
1 5 , 3 . 5, 1 . 1 )
8288
51 6
517
51 8
51 9
520
ii
M E S S A G d < ‘1 > L . 4 ) N > H . 8 ) - 1 ' , 1 5 , 0 . , 1 . 0 )
M E S S A G d ( M > L . 4 ) N ' , 8 , 7 . 6 , I . 4 )
R E S E T C 'H E IG H T 1)
E N D G R C O)
INSERTC12)
A R E A 2 DC8 . , 3 . )
821:1:
151 3
I
I
I
I
I
CALL
CALL
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CALL
ARCI
CX , Y )
ARC? CX , Y )
S E TCLRdG RE EN* )
V E C T O R C I.,2 . 0 , 7 . , 2 . 0 , 0 )
903
8288
CALL
CALL
SETCLRC'Y E LLO W *)
VECTOR C l . , . I , I . , . 7 , 0 )
8288
^ H
Eitt
CALL
CALL
CALL
CALL
CALL
g
l v i c ! z ^ p
R ESET
ENDGR
IN S E R
AREA 2
H E IG H
^ V
9
^ i 4
, 3
. 5
, . 5
)
C H E IG HT')
CO )
T (13)
D( 8 . , 3 . )
T ( . 3 )
Eitt SEtEtiEEEXKX..,
. 5 . 0 .
CALL
CALL
CALL
CALL
CALL
SETCLRC * M AG ENTA*
VECTOR (I ..,I . 5 , 1 .
V E C T O R C I.,2 . 5 , 7 .
S E T C L R d J H IT E * )
MESSACC
0 , 1 , . 5 ,
)
,2
, I
CALL
MESSACd>PE.4)(M>E:2)N>H.8)-1>HXEXU',27,0.0,2
5 . 0 )
5 . 0 )
I , 3 )
8288 ;iii288:2rL8;V^',;%MM^T.,22,i.,.5,
CALL
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CALL
CALL
R E S E T d H E IG H T ')
E N O G R CO )
I N S E R T ( H )
A R E A 2 C ( 8 . ,3 . )
CALL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
SETCLRCj CYAN*)
VECTOR( I . ,1 . 5 , 7 . , I . 5 , 0 )
SETCLRC' MAGENTA*)
S T R T P T C I. , I .5 0 )
CONNPT( ? . , 2 . 0 6 )
CONNPI ( 3 . , 2 . 4 4 )
CONNPT( 4 . , 2 . 5 0 )
CONN P T C 5 . , 2 . 3 9 )
CONNPT 6 , ? . 1 I )
( .
8288
8288 VE8T0R(3:^3::3:7:2:6 0,
8288 vE8TOR(i::?:Ci:7;2:8,no2)
8288 X88i2E8^c:L!4?N Vh!;:
CALL
S E T C L R C
YELLOW* )
CALL
CALL
CALL
M E S S A GC * D > L . 4 ) N * , 7 , 5 . 2 , 3 . )
S E T C L R d W H IT E *)
„
MESSAGC' 0 ' , I , . 5 , I . 3)
8288
M I s S A G C 1 B . ' HE A M " L O A D I N G
M O M ENT*,2 2 , I
, . 5 )
.5 )
60
I
I
I
I
I
I
5
5
5
5
5
5
8 5
86
87
88
89
90
I 593
I
I
I
I
I
I
I
I
I
I
596
597
598
599
600
601
602
603
604
605
!
I
I
I
I
$ ?
608
609
61 0
61 I
I
I
I
I
I
614
61 5
616
617
618
I
I
1
I
I
621
622
6 2 3
624
625
CALL
R E S E T ( ' HEISHT *)
CALL
EHDGR(O)
CALL
I NSE R T d 5 )
CALL
ARE A 2 D ( 8 . , 3 . )
CALL
HE I G H T ( . 3 )
CALL
S E T C L R C CYAN' )
CALL
V E C T O R d . , I . 5 , 7 . , I . 5 , 0 )
CALL
S E T C L R C MAGENTA* )
CALL
V E C T O R d . , I . 5 , 7 . , 2 . 5 , 0 )
CALL
VECTOR( 7 . , 2 . 5 , 7 . , I . 5 , 0 )
CALL
S E T C L R C WHITE * )
CALL
M E S S AG C
O
I , . 5 , 1 . 3)
CALL
MESSA C C 0 ' , I , 7 . 2 , I . 3 )
CALL
M E S S A G C > P E . 4 ) ( M > E . 2 ) N > E X U G L 1 . 8 ) ( E I > L 2 . ) N ' . 3 3 , 7 . 2 , 7 . 5 )
CALL
MESSA G ( 1C .
RIGHT
SUPPORT
MOMENT', 2 3 , 1 . , . 5 )
CALL
RESET C HEIGHT *)
CALL
ENDGR(O)
CALL
ENDPL(O)
CALL
T A O L E T ( ' CEN TE R ' , ' L O N G ' >
3
IS
THE
AREA
0
CALL
L T L I N E f ( T ) H E
TERM,
( A > L. 2 > N>L X ) ,
IN
(F )IG U R E
* F THE
BEAM
LOADING
( M / E I )
D I A G R A M , ! ')
0 F
CALL
L TL I N E ( 1 AND C > L . 2 ) N > L X )
A D > L . 2 ) N>LX)
DEFINE
THE
L 0 CATION
* T H E CENTROID
OF
AREA
( A> L . 2 ) N>L X ) . $ ’ )
CALL
C T L IN E C V )
CALL
L T L I N E C ( A ) PP LI CATION
OF
THE
MOMENT
AREA
THEOREMS
YIELDS
EOUA
*TIO N S
FOR
THE BEAM
R O -S ')
CALL
L T L I NE C T A T I O N S
AT
SUPPORTS
N > H .8 )-1 > H X )
AND
N . ! ' )
CALL
C T L I N E C S ')
CALL
C T L I N E C i j )
CALL
L T L I N E C > T 2 . 5 L . 7 * Q ) > L . 9 ) N > H . 8 ) - 1 > H X L . 7 )
*C A L ^ L T L I N E
C
628
629
630
631
632
633
634
635
636
637
638
639
640
641
64 2
643
644
645
646
647
648
649
650
651
I 654
1
I
I
I
I
I
I
I
I
I
I
1
I
I
65 7
658
659
660
661
664
665
666
667
668
669
6 7 0
671
672
s t
3 ? 9
l
! 7 ) ' + ^ P L K S )
> LX PE . 4 ) ( M >E . 2 ) N > H .
(E I > L 2 C N > L 1
.8 > L > L 2 .) N > L X U B 5 E .
* C A L L > L T L ,I N E ( , > 0 3 ^ 0 T 4 ). 8 L ! 7 ? 1 t $ > P E . 4 ) ( M > E . 2 ) N > E . 4 ) L > E . 2 ) N > E X U G L 1 . 8 ) 6
* ( E I > L 2 . ) N > L X ) $ ' )
CALL
L T L I NE C > 0 4 . 0 1 8 . 5 :
CALL
L T L I N E f > T 2 . 6 L . 7 * Q
* 4 ) L > E . 2 ) N > E X U B 5 L 1 . 8 ) 6 ( E
* CALL
L T L I N E t ‘ > 0 1 . 5 T 3 . 9 L
* C A L L > L T L I N E ( , > 0 3 !
* ( F I > L 2 . ) N > L X )
I
I
I
1
I
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>01 1
=
CALL
L T L I N E C
o
8 ) 1 :
) > L .
I > L 2
. 7 )
9 ) $ ' )
9 ) N > L . 7 )
=
> L X P E . 4 > ( M> E . 2 ) N > H . 8 ) - I > H X E .
. ) N > L X A 1 ) % ')
+ > PL I . 8 ) ( E I > L 2 . ) N > L I . 8 ) L > L 2 . ) N > L X U B 5 E .
T 4 ! 8 L ^ 7 ? 1 + I > P E . 4 ) ( M > E . 2 ) N > E . 4 ) L > E . 2 ) N > E X U G L 1 . 8 ) 3
V )
„
,
> T 1 1 5 ^ 8 ? > L ? 2 ) N > H ? 8 ) -1 > H X L X )
* S I DE
CALL
OF S U P P O R T S ' )
L T L I N E f > T 2 . 3 ) N > H . 8 ) - 1 > H X )
MEASURED
CALL
L T L I N E ( '> T 1 . 7 * Q ) > L . 2 ) N > L X )
=
*PPORT S ' )
CALL
L T L I N E ( V T 2 . 3 ) N
CALL
C T L I N E C $; >
MEASURED
BEAM
=
BEAM
ROTATION
ON
RIGHT
C L O C K W IS E .!')
ROTATION
ON
LEFT
SIDE
OF
SU
C O UN TER CLO CK W IS E.!')
CALL
L T L I N E t 1 (R)EPEATING
THE
PREVIOUS
PROCEDURE
FOR S P A N
N > H .8 )+ 1 >
*HX>
RESULTS
IN
T WO
A D D I T I O N A L ! ')
CALL
C T L I N E C ! ' )
CALL
C T L I N E C ! ' )
CALL
L T L I N E C (P)RESS
( RETURN)
TO C O N T I N U E . . . S ' )
CALL
ENDTAB(O)
CALL
ENOPL(O)
CALL
TABLE I C CENTER' , ' LONG' )
CALL
L T L I N E t 1 EQUAT I ONS
FOR
THE
BFAM
ROTATIONS
A F THE
ENDS
OF
SPAN
* N > H . 8 ) + 1 > H X ) . . . S 1)
CALL
C T L I N E C J M
CALL
L T L I N E ( 1>T2.1 L. 7 * Q > > P L . 9 ) N > LX G E . 3 ) , >EXL. 7 )
* > E . 4 > L>E . 2 )N>H .8> t V H X E X U G L 1 .8 ) 3 ( E I > L 2._)N >H. 8) d
= > L XP E . 4 > < M>E . 7 ) N
> HXLX ) ! ' )
* CAL L
L T L I N E t * > 0 3 . 0 T 4 . 8 L . 7)
+ > LX P E . 4 ) ( M>E. 2 ) N > H . 8 ) + 1> HXE. 4 ) L > E . 2 ) N
* > H . 8) ♦ 1 > H X E X U B 7 L 1 . 8 ) 6 ( E I > L 2 . ) N > H . S W H X L X I S 1 )
* N > H .S ) + 1 > H X L X U B 9 E .4 ) ( A > E .2 ) N > H . 8 ) + 1 > H X E .4 ) C > E .2 ) N > H . 8 ) + 1 > H X E X A 1 ) S
*C ALL
L T L I N E 0 0 3 . 0 T 4 . 8 L . 7 )
+ > L X P E . 4 ) ( M> E . 2 ) N > H . 8 ) + 1 > H X E . 4 ) L > E . 2 ) N
* > H . 8 ) + 1 > H X E X U 3 7 L 1 . 8 ) 3 ( E I > L 2 . ) N > H . 8 ) + 1 > H X L X ) I 1 )
*
CALL
L T L I N E ( 1> T V 7 * Q ) > L ? 2 ) N > L X B l E 1 . ) , > E X )
= BEAM
ROTATION
SIDE
OF
SUPPORTS')
CALL
L TL I NE( | > T 2 . 3 ) N
MEASURED
CO UN TER CLO CK W IS E.!1)
CALL
LTL I N E C > T 1 . 5 * 9 ) > L . 2 ) N > H .8 ) + 1 >HXLX)
* I D E OF
S U P P O R T!1)
CAlL
L T L I N E ( 1> T 2 . 3 ) N>H. S W H X
)
MEASURED
=
BEAM
ROTATION
ON
ON
RIGHT
LEFT
CO UN TE R C LO C K W IS E .!1)
S
61
1675
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68
68
68
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I 690
I 691
I 693
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I 695
I 698
I 699
CALL
CALL
CALL
E Q U
CTLI N E C 'S ')
C T L IN E C ' I ' )
L T L IN E C ' CSILOPE
A T I O N . . . ! ' )
N EECC M
• ! ' )
C T L I[ N
AT
CO' I P A T A R I L I T Y
SUPPORT
N
PROVIDES
CAL L
CA L L C T L I N E C ' ! ' )
- * Q ) > P L . 2 ) N > L X G
C A L L L T L I N E C ' :> " T* 3 . 0 ) * 9 ) > L . 2 ) N > L X )
: ' :> 0 1 . 0 T 3 . 5 : 8 ) 5 : 9 > $ ' )
CAL L L T L I N E C
CALL CTL I NEC ' ! ' )
CAL L L T L I N E C ' C S ) U B S T I T U T I N G EQUAT I ONS 2 A N D 3 I N T O
* D S THE G E N E R A L ! ' )
CALL C T L I N E C ' ! ' )
CALL CTL I NEC ' ! ' )
CA L L L T L I N E C ' C P ) RESS CRETURN) TO CONTI NUE___ $ ' )
CAL L ENDTAE CO)
CAL L ENDPL CO)
f
, )
C A L L L T L I N E C ' 3 - NOMENT
* A NT E L E V A T I O N . ! ' )
CALL
EQUAT I ON
FOR
A BEAM WI TH
THE
THIRD
E 1 . ) z > E X ) $ ')
EQUATION
SUPPORTS
5
AT
Y IEL
A CONST
L T L I N E C ' > 0 - 3 . 0 T . 5 P E . 4 ) CM> E . 2 ) N > H. 8 ) - I > H X E . 4 ) L > E . 2 ) N > E X U B 4 L I . 8
* [ 5 L u 8 , L * i C ; ; i i V ? 5 L, : 6 ? L , 5 C ) 27 i C " - > 2 k , L , 2 2 V 5 , L i i 5 ; L . „ ( A > E . 2 , N > E . « , c > E . z
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704
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709
71 0
71 I
71 2
713
7 1 4
71 5
716
71 7
7 1 8
71 9
720
721
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7 2 6
727
728
729
%%
I 738
I 739
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741
742
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744
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746
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749
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CA L L L T L I NE C' C l ) N S P E C T i o N 6 O F 1 THE
E QU A T I ON 6 RE VE A L S ___ ! ' )
CAL L C T L I N E C j S J )
CAL L
RI GHT- HAND
REACT I ON
OF THE
SEE
CM/EI)
L T L I N E C ' > 0 1 . 5 T 2 . 5 L . 7 ) FOR
CTLINECjSj)
SPAN
N,
* C A LL L T L I N E O O I . 5 T 2 . 8 L . 7 ) FOR
*L X) ! ' )
CAL L C T L I N E C j S j )
SPAN
N> H . 8 > + I > H X ) ,
C F ) I GURE
CA L L L T L I N E C ' ( T ) H U S / THE R I G H T - H A N D SI DF OF
* Q U A L TO 6 TI MES T H E ! ' )
CA L L L T L I NE C' REACT I ON OF THE E L A S T I C WEI GHT
* NT S P A N S . ! ' )
CA L L C TL I N E C j i j )
CALL
CA L L
CAL L
L T L I N E C ' (P)RESS
E N D T A E ( O)
ENDPL CO)
CA L L
L T L I NE C' CS ) U B S T I T U T I N g ' T H E LETTER
* NATION
CA L L
6
( RETURN)
S I DE
OF
E
DI AGRA M>L X)
3B.>LX)!')
SEE
C F ) IGURE
EQUAT I ON
6
DI AGRAMS
OF
IS
3 8 .>
SIMPLY
THE
E
ADJACE
TO C O N T I N U E . . . ! ' )
CR)
FOR
THESE
REACTI ONS,
EQ
B E C O M E S ____ ! ’ )
LTLINEC'>0-3.0T1.5PE.4)(M>E.2)N>H.3)-1>HXE.4)L>E.7)N>EXUB4L1.
CA L L C T L I N E C ' ! ' )
CALL L T L I N E C ' ( E ) Q U A T I O N
♦WHOSE SUPPORTS A R E S ' )
7
, AAl L LI
IL T
T l L IT NMEE CM' A
A
flM
C
AT
T
A T
CfOVM
M fOUNJ
♦NEVER,
SUPPORT
E L E V A - ! ')
CALL
C TS E T(16)
CALL
C T L IN E C ( F ) I G U R E
4.
CALL
C T L IN E C jS j)
CALL
LTL I N E C ' T IONS
MAY
♦MENT.
" '
'
"
C A L L * L T L I N E C ' L U S T R A T ES
I 760
ON THE
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* CALL
CALL
TERMS
IS
APPLICABLE
(V )E R T IC A L
VARY
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ONLY
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BECAUSE
CONTINUOUS
ORTS
HAVE
UNDERGONE! ' )
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L T L IN E C V E R T IC A L
DEFLECTIONS.
♦N
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N
AND N > H . 8 ’ + 1 > H X )
CANS’ )
C F ) OR
BEAM
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SETTLEMENT
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_______________________ _______ ___ __________
(E X P R E S S IO N S
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CALL
CALL
L T L I N E ( ' BE
C T L I N E I ' ! ' )
WRITTEN
AS
F O L L O W S ... $
')
CALL
C T L I N E ( 'S ')
CALL
L T L I N E C (P)RESS
( RETURN)
T O C O N T I N U E _____ I ' )
CALL
ENOTAB(O)
CALL
IN S E R T (16)
CALL
A R E A 2 C ( 1 6 . , 3 . )
CALL
H E IG H T !.2 5 )
CALL
S E T C L R I'C Y A N ')
CALL
V E C T O R d . , 2 . 8 , 1 5 . , 2 . 8 , 0 )
CALL
VECTOR( I . 3 , 2 . 6 , 2 . 2 , 2 . 6 , 0 )
CALL
V E C T 0 R ( 7 . 8 , 2 . 6 , 8 . 2 , 2 . 6 , 0 )
CALL
VECTOR(I 3 . 8 , 2 . 6 , 1 4 . 2 , 2 . 6 , 0 )
CALL
O L C I R ( 2 . , 2 . 7 , . I , . 0 1 )
CALL
B L C I R ( 8 . , 2 . 7 , . I , . 0 1 )
CALL
B L C I R t U . , 2 . 7 , . I , .0 1 )
CALL
V E C TO R !I . , I . 6 , 1 5 . , . 2 , 0 )
CALL
VECTOR( 1 . 8 , I . 3 , 2 . 2 , I . 3 , 0 )
CALL
V E CTO R!7 . 8 , . 7 , 8 . 2 , . 7 , 0 )
CALL
V E C T O R tI3 . 8 , . I , 1 4 . 2 , . I ,0 )
CALL
8 L C I R ( ? . , 1 . 4 , . 1 , . 0 1 )
CALL
B L C I R ( 8 . , . S , . 1 , . 0 1 )
CALL
B L C I R (I 4 . , . 2 , . I , . 0 1 )
CALL
V E C T O R !. 9 , 2 . 6 , 1 . 1 , 3 . , 0 )
CALL
VECTOR! I 4 . 7 , 2 . 6 , I 5 . I , 3 . , 0 )
CALL
VECTOR( . 9 , 1 . 4 , I .1 ,1 . 8 , 0 )
CALL
VECTOR ( I 4 . 9 , O . , I 5 . 1 , . 4 , 0 )
CALL
NESSAG! ' L > L . 4 ) N ' , 7 , 4 . 5 , 3 . )
CALL
MESS A G ! ' L > L . 4 ) N > H . 8 ) + 1 ' , I 4 , 1 0 . 5 , 3 . )
CALL
MESSAG!' d > L . 4 ) N ' , 8 , 4 . 5 , 2 . 3 )
CALL
M E S S A G !'( I > L . 4 ) N > H . 8 ) + 1 ' , 1 5 , 1 0 . 5 , 2 . 3 )
CALL
S E T C L R d Y EL L O W ' )
CALL
V E C T 0 R ( 2 . 4 , 1 . 5 , 5 . , 1 . 5 , 0 )
CALL
V E C T 0 R ( 3 . 4 , . 9 , 1 1 . , . 9 , 0 )
CALL
V E C T O R d 4 . 4 , . 3 , 1 5 . , . 3 , 0 )
CALL
V E C T 0 R ( 2 . 3 , 2 . 8 , 2 . 8 , 1 . 5 , 1 4 0 2 )
CALL
V E C T 0 R ( 3 . S , 2 . 8 , 3 . 8 , . 9 , 1 4 0 2 >
CALL
V E C T 0 R ( 1 4 . 3 , 2 . 8 , 1 4 . 8 , . 3 , 1 4 0 2 )
CALL
V E C T 0 R ( 4 . 4 5 , 2 . , 4 . 4 9 , 1 . 7 5 , 0 >
CALL
VECTOR( 4 . 4 9 , I . 7 5 , 4 . 5 , I . 5 , 1 3 0 1 )
CALL
VECTOR( 4 . 3 9 , . 7 6 , 4 . 4 5,1 . , 0 )
CALL
V E C T 0 R ( 4 . 4 5 , 1 . , 4 . 4 ° , 1 . ? 5 , 1 3 0 1 )
CALL
VECTOR I 4 . 4 9 , I . 2 5 , 4 . 5 , I . 5 , 0 )
CALL
VECTOR!) 0 . 4 5 , 1 . 4 , 1 0 . 4 9 , 1 . 1 5 , 0 )
CALL
VECT O R( 1 0 . 4 9 , I . I 9 , I 0 . 5 , . 9 , 1 301 )
CALL
VECTOR( 1 0 . 3 9 , . 1 6 , 1 0 . 4 5 , . 4 , 0 )
CALL
VECTOR(I 0 . 4 5 , . 4 , I 0 . 4 9 , . 6 5 , I 3 0 1)
CALL
V E C T 0 R ( 1 0 . 4 9 , . 6 5 , 1 0 . 5 , . 9 , 0 )
CALL
MESS A G ! ' * 0 ) > L . 4 ) N > H . 8 ) - 1 ' , 1 6 , 3 . , 2 . I )
CALL
M ESS AG !' * D ) > L . 4 ) N ' , 9 , 9 . , I . 7 )
CALL
M ESS AG !' * D ) > L . 4 ) N > H . 8 ) + 1 ' , 1 6 , 1 5 . , 1 . 3 )
CALL
M E S S A G ( ' * ! ) ) > L . 4 ) N ' , 9 , 4 . 7 , 1 . 7 )
CALL
MESSAG! ' * Q ) > L . 4 ) N > H . 8 ) + 1 ' , 1 6 , 1 0 . 7 , 1 . 1 )
CALL
SETC LR C W H I T E ' )
CALL
A E SSA G !'N > H . 8 ) - 1 ' , 8 , 1 . 8 , 2 . 1 )
CALL
M E S S A G d N ' , I , . 3 . , 2 . I)
CALL
M E S S A G ( ' N > H . 3 ) + 1 ' , 8 , 1 3 . 8 , 2 . 1 )
CALL
R E S E T !'H E IG H T ')
CALL
ENOGR(O)
CALL
ENOPL(O)
CALL
T A B L E T ( ' CEN T E R ' , ' L O N G ' )
CALL
L T L I N E d ( T ) H E S E
EXPRESSIONS
CAN
BE
INCLUDED
IN
EQUATIONS
2
AN
*0
3
TO
Y I E L D . . . V )
CALL
C T L I N E d S * )
CALL
L T L I N E ! ' > 0 - 1 . 5 T 1 . 5 L . 7 * Q ) > L . 9 ) N > L . 7)
= > L X P E . 4 ) ( M > E . 2 ) N >H . 8 ) - 1
* > H X E . 4 ) L > E . 2 ) N > E X 'J B 5 L 1 . 8 ) 6 ( E I > L 2 . ) N > L X A 1 ) S ')
CALL
L T L I N E O T 7 . 3 L . 7 )
+ > P L I . 8 ) ( E I > L 2 . ) N> L I . S ) L > L 2 . ) N > L X UB 5 ) > E . 4 )
* ( A > E . 2 ) N > E . 4 ) C > E . 2 ) N > E X A 1 ) $ ')
CALL
L T L I N E ! ' > 0 1 . 5 T 3 . 8 L .7 )
+ > PE. 4 ) ( M>E. 2 ) N>E. 4 ) L >E. 2 ) N>EXUGL1 . 8 ) 3
* ( E I > L 2 . ) N > L X ) $ ' )
CALL
LTL I N E ! ' > 0 3 . 0 T 4 . 8 L . 7 ) > L X P E . 4 * D ) > E . 2 ) N > E . 4 ) - * D ) > E . 2 ) N > H . 8 ) - 1
* > H X E X U 0 5 L 1 . 8 ) L > L 2 . ) N > L X ) $ ')
CALL
L T L I N E d > 3 4 . 0 T 8 . 5 : 8 ) 8 : 9 ) S ' )
CALL
L T L I NE( ' > T 1 . 3 L . 7 * Q ) > P L . 9 ) N > G L X E . 2 ) , > E X L . 7 )
= > L XDE, 4 ) ( M>E. 2 ) N
* > E . 4 ) L > E . 2 ) N > H . 8 ) + 1 > H X E X U G L 1 . 3 ) 3 ( E I > L 2 . ) N > H . 8 ) + 1 > H X L X ) S ')
CALL
L T L I NE ( ' > 0 1 . 5 T 2 . 8 L . 7 )
+ > PL 1 . 8 ) ( E I > L 2 . ) N > H . 8 ) + 1 > H X L I . 8 ) L > L 2 . )
* N > H . 8 ) + V H X L X U B 9 E . 4 ) ( A > E . 2 ) N > H . ? ) + 1 > H X E . 4 ) D > E . 2 ) N > H . 8 ) +1 > H X E X A l ) S '
*)
CALL
L T L I N E 0 0 3 . 0 T 4 . 1 L . 7)
+ > L X P E . 4 ) ( M> E . 2 ) N > H . 8 ) + 1 > H X E . 4 ) L > E . 2 ) N
* > H . 8 ) + 1 > H X E X U 3 7 L 1 . 8 ) 6 ( E I > L 2 . ) N > H . 8 ) + 1 > H X L X ) S ')
CALL
L T L I N E O 0 4 . 5 T 5 . 4 L . 7 ) +
> P E . 4 * D ) > E . 2 ) N > H . 8 ) + 1 > H X E . 4 ) - * D ) > E . 2 ) N
* > E X U B 5 L 1 . 8 ) L > L 2 . ) N > H . 8 ) + 1 > H X L X ) S ')
CALL
L T L I N E ! ' > 0 5 . 5 T 8 . 5 : 8 ) 9 : 9 ) S ' )
CALL
L T L I N E ( ' ( S ) U B S T I T U T I NG E Q U A T I O N S
8 AND 9
INTO
EQUATION
5 ,
THE
63
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1
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850
851
85 2
853
854
855
I 858
I 859
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I 863
I 866
I 867
I 870
I 871
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I 374
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877
878
8 7 9
880
881
882
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I 8 86
18 8 7
I 888
I
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889
890
891
892
893
I
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896
897
898
899
900
901
902
903
904
905
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1
1
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1
1
I
1
I
I
I
907
908
909
91 0
91 I
9 1 2
91 3
914
91 5
9 1 6
91 7
91 S
9 1 9
920
921
922
I 925
I 927
I 928
I 929
I
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932
933
934
935
936
*
GENERAL
I - M O N E N T V )
CALL
L T L I N E ( ' EdUAT ION
B E C O M E S ...t ')
CALL
REQI
CALL
L T L I N E C >, 0 5 . 5 T 8 . 5 : 3 ) 1 0 : 9 ) S ' )
A RELATI ONSHI P BETWEEN T
CALL
L T L I N E C
' E ) QUATION
10
THUS
EXPRESSES
* H E NEGATIVE
SUPPORTS')
r Afl IL LI LI Tl
MnO MFMTS
I F THREE ADJACENT SUPPORTS.
( I ) T
IS
THIS
EQU
C
T L TMCM
I N E C M
MENTS
O
* A T I ON WHICH
WILL
B E S ')
FOR S U P P O R T
MOMENT
INFLUENC
CALL
L T L I N E C 'USED
TO C O M P U T E
ORDINATES
C
U I. N , EC Sa ..
(I)N F L U E N C E S ')
*- E
L
REACTIONS,
A
L T L I NEC' LINE
ORDINATES
FOR SPAN
MOMENTS,
SHEARS,
C AALL L
R
DE FL E CT IONS
CANS')
*►
NND
I
N
F
L
U
E
N
C
E
L
I
CALL
L T L I N E C THEN
BE
COMPUTED
ONCE
THE
SUPPORT
MOMENT
* N ES
ARE
E S T A B L IS H E D .S ')
CALL
C T L I N E C S ')
CALL
C T L I N E( ' S ' )
TO R E T U R N
TO
C E )QUATION
( M ) E N U . . . S ' )
CALL
L T L I N E C ' (P)RESS
(RETURN)
CALL
ENDTAE(O)
CALL
ENDPL(O)
GO T O
999
CALL
TABL E T ( 'C E N T E R ' , ' L O N G * )
EQUAT I O N S ) S ' )
CALL
L T L I N E ( ’ ( SUPPORT
MOMENT
-----------------) S ' )
CALL
L T L I N E C ( -------------------------------CALL
C T L I N E ( 'S ')
CALL
L T L I N E C ( R ) EC A L L
FROM P R E V I O U S
CORK,
THE
*3-M 0M EN T
EQ UA TIO N.. . S ' )
GENERAL
FORM
OF
THE
CALL
L T L I N E ( ' > 0 5 . 5 T 3 . 5 : 8 ) 1 1 : 9 ) S ' )
CALL
L T L I N E C ' (T) HI S EQUATION
EXPRESSES
A RELATIO NSHIP
BETWEEN
THE
♦MOMENTS AT
THREE
C O N -S ')
CALL
L T L I N E C SECUTIVE
SUPPORTS
AND
THE
PHYSICAL
PROPERTIES
OF T H E
♦BEAM.
( A ) P P L !C A T IO N S ')
CALL
L T L I NE C OF
THE
3-MOMENT
EQUATION
TO
A CONTINUOUS
BEAM W I T H
N
♦ SPANS ,
YI ELDS
A SY S - S ' )
THEN
SOLVED
S
CALL
L TL I N E C T E M
OF N > H . 8 ) - 1 > H X )
EQUATIONS
WHICH
ARE
♦IMULTANEOUSLY
FOR
THE
MOMENTSS')
rC AALI LI LI TTlL ITNUECCr '• AI TT TTHF
SUPPORTS,
(
(
F
)
O
R
E
X
A
M
P
L
E
,
C
O
N
S
I
D
E
R
.
T
H
E
F
O
L
L
O
W
I
HE
SUPPORTS.
♦NS
3 - SPAN
BEAM.. . S ' )
C T S E T C 7 )
CALL
( RETURN)
TO C O N T I N U E . . . S ' )
L T L I N E C ' (P)RESS
"CALL
ENDTAB(O)
CALL
I NSERT(I 7)
CALL
A R E A 2 D ( 1 6 .,3 . )
CALL
HE I G H T ( . 2 5 )
CALL
SETCLRC' C Y A N ' )
CALL
VECT0R(2.,2.,14.,2.,r)>
CALL
VECTOR(1.3,1.8,2.2,1.8,0)
CALL
VECT0R(5.3,1.8,A.2,1.8,0)
CALL
VECT0R(9.S,1.8,10.2,1.8,0)
CALL
V
( I ( 3l j. .33 ,, 1l .. o8 , , 1I 4n . 2
, 0. )
VE
ECCT TO 0R R
f ,, 11 .. 03, 1
CALL
V E C T O R ( 1 . 9 , 1 . 8 , 2 . , 2 . , 0 )
CALL
VECTOR( 2 . , 2 . , 2 . 1 , 1 . 8 , 0 )
CALL
B L C I R ( 6 . , 1 . 9 . . I , .0 1 )
CALL
B L C I R ( 1 0 . , 1 . 9 , . I , . 0 1 )
CALL
B L C I R ( 1 4 . , 1 . 9 , . 1 , . 0 1 )
CALL
6.
MES S AG ( ' ( I > L . 4 H . 8 ) 1
, 1 1 , 3 . 7 , I1 . w
CALL
M E S S A G ( ' ( I > L . 4 H . 8 ) 2 ' , 1 1 , 7 . 7 , 1 . 6 )
CALL
M E S S A G C d > L . 4 H . 8 ) 3 ' , 1 1 , 1 1 . 7 , I . 6)
CALL
M ________
E S S A G d ' , 1 , 1 . 9 , 2 . 2 )
CALL
CALL
M E S S AG C 2 ' , I , 5 . 9 , 2 . 2 )
CALL
M ESS AG (' 5 ' , I , 9 . 9 , 2 . 2 )
CALL
MESSAG( ' 4 ' , I , 1 3 . 9 , 2 . 2 )
CALL
SETCLR( ' YELLO W )
CALL
VECTOR( 2 . , . 5 , 2 . , 1 . 5 , 0 )
CALL
V E C T 0 R ( 6 . , . 5 , 6 . , 1 . 5 , 0 >
CALL
VECTOR( I 0 . , . 5 , I 0 . , 1 . 5 , 0 )
CALL
VECTOR ( I 4 . , . 5 , I 4 . , 1 . 5 , 0 )
CALL
VECTOR( 2 . , . 7 , 6 . , . 7 , 1 4 0 2 )
CALL
V E C T 0 R ( 6 . , . 7 , 1 0 . , . 7 , 1 4 0 2 )
CALL
V E C T O R d O . , . 7 , 1 4 . , . 7 , 1 402)
CALL
M ESSAG (' L > L . 4 H . 8 ) 1 ' , 1 0 , 3 . 7 , . 9 )
CALL
M E S S A G C L > L . 4 H . 3 ) 2 ' , 1 0 , 7 . 7 , . 9 )
CALL
M E S S AG C L > L . 4 H . 3 ) 3 ' , 1 0 , 1 1 . 7 , . 9 )
CALL
S E T C L R C W HITE')
CALL
R E S E T ('H E IG H T ')
CALL
ENDGR(O)
CALL
ENOPL(O)
(
_ ^
^
, . )
CA
♦0
CA
CA
LL
3 ,
LL
LL
L T L I N E C ( d PPLYING^THE
WE H A V E . . . S ' )
CTLIN EC S ' )
C T L I N E C $' _ >
3-MOMENT
EQUATION
TO
SUPPORTS
I ,
2,
AN
CALL
L T L IN E C ' > T 2 . 3 L . 7 ) 2 ( M > L . 9 H . 8 ) 2 > L 1 . H 2 :8 > L X H X P E .4 )L > E .2 H .S )1 > H X E
♦XUGL1 . 8 ) ( I > L 2 . H . 3 ) 1 > H X L .7 )
+ > L X P E . 4 ) L > E . 2 H . 3 ) 2 > E X H X LI G L I . 8 ) ( I > L 2 . H
* C A L L ^ L T L I N E C > 0 l ' l 5 T 3 . 9 L . 7 ) +
( M > L . 9 H . 3 ) 3 > L 1 . H 2 : 3 > L X H X P E . 4 ) L > E . 2 H . 8 )
* 2 > H X L X U G L 1 . 8 ) ( I > L 2 . H . 8 ) 2 > L 1 . H 2 ; 9 ) > H X L . 7 )
= - 6 ( A > L X ) S ' )
64
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942
943
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946
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949
950
951
]% §
195 4
CALL
L TL I N L O 0 2 . 5 7 8 . 5 : 8 ) 1 2 : 9 ) 1 ' )
CALL
C T L IN E C ' V >
CALL
C T L I N E C S ')
CALL
L T L I NE C ' A ND A P P L Y I N G
THE
3 - MOMENT
* ANO 4 ,
WE
H A V E ____ S ' )
CALL
C TL I N E ( ' S M
CALL
C T L I N E C S C
CALL
L TLI N E C > T 2 . 3 L . 7 ) ( M > L . 9 H .
* U G L 1 . 8 ) ( I > L 2 . H . S ) 2 > L 1 . H 2 : 9 ) > H X
CALL
L T L I N E ( , > 0 1 . 5 T 3 . 5 L . 7 ) 2 ( M >
* > H X E X U G L 1 . 8 ) ( I > L 2 . H . 8 ) 2 > H X L . 7 )
* L 2 . . H . 8 ) 3 > L 1 . H 2 : 9 ) > L X H X ) $ ')
CALL
L T L I N E 0 0 3 . 0 T 5 . 1 L . 7 ) - 6
CALL
L T L I N E C > 0 4 . 0 T 8 . 5 : 8 ) 1 3 : 9 )
EQUATION
TO
SUPPORTS
2 /
3,
S ) 2 > L 1 . H 2 : S > L X H X P E .4 ) L > E .2 H . 8 ) 2 > H X E X
L . 7 )
+ > L X ) S ')
L . 9 H . 8 ) 3 > L 1 . H 2 : 8 > L X H X P E . 4 ) L > E . 2 H . 8 ) 2
+ > L X P E . 4 ) L > E . 2 H . 8 ) 3 > E X H X U G L 1 . 8 ) ( I >
C B > L X ) S ')
S ' )
CALL
L T L I N E ( ' WHERE
( M > L . 2 H . 8 ) I > H X L X ) = CM > L . 2 H . 3 ) 4 > L X H X ) = O ,
* D ) > L . 2 H
* . 8 ) 2 > L X H X ) - * D ) > L . 2 H . 3 ) 1 > L X H X ) = * D ) > L . 2 H . S ) 3 > L X H X ) - * D ) > L . 2 H . 8 ) 2 > L X H X
* C A L L ) L T L I N E C > 0 1 . 5 T 3 . 2 * D ) > L . 2 H . 8 ) 4 > L X H X ) - * D ) > L . 2 H . 8 ) 3 > L X H X ) = 0 ,
I 957
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*
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CALL
(A)
AND
L T L I N E C
CALL
L T L I N E C (T)HUS
2
EQUATIONS
*0
AND
CAN
RE
SOLVE D S ' )
CALL
L T L I NE C S I M U L T A N E O U S L Y
FOR
* C A L L T L T L I NE C
PROCEDURE
CAN
BE
WITH
THE
REPEATED
CALL
L T L I N E C > 0 4 . 0 7 8 . 5 : 8 ) 1 5 : 9 ) $ ' )
CALL
CALL
L TL I N E C > 0 4 . 0 7 8 . 5 : 8 ) 1 6 : 9 ) $ ' )
CTL I N E C S M
CALL
CALL
CALL
L T L I N E C ' C ) RESS
ENDTAB(O)
ENDPL(O)
CALL
LTL I NE( ' >PEJ
* F . 2 H . 8 ) 5 > H X E . 4 )
=
CALL
C T L IN E C ' S ' )
a
(RETURN)
? ( 4-SPAN
0 > E X ) S ' )
TO
LTL
L T L I N E C > 0 4 . 0 7 3 . 5 : 8 ) 1 8 : 9 ) S ')
CTL I N E C S ' )
200 3
200 4
200 5
CALL
CALL
L T L I N E C > 0 4 . 0 7 8 . 5 : 3 ) 1 9 : 9 ) $ ' )
C TL I N E ( J S J )
CALL
L T L I N E C ( T ) H E
1889
1
1
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5
6
7
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20 1 9
iigl?
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BEAMS
STUDENT
c a l l
WITH
GENERATE
INTERIOR
ANY
SU
NUMBER
PROGRAM
AND
O
THE
=
(M>
=
(M>
C O N T I N U E . . . S ' )
SHOULD
* C A L L ^ L T L I NE C T H E ^ R I G H T - H AND
‘
BEEN
T WO
I N E C > 0 4 . 0 T 8 . 5 : 8 ) 1 7 : 9 ) $ ' )
NOTE
SIDE
OF
OF
UNIT
" L T L I NE( 'A N D EINDEPENDENT
* C A L L S L T L I NE C I N C L U D E D * W H E N
0
0
0
0
FOR
HAVE
THE
B E A M) > E XU A 5 E . 4 ) ( M > E . 2 H . 8 ) I > H X E . 4 )
CALL
CALL
2
2
2
2
AT
BE A M > > E XU A 5 E . 4 ) ( M > E . 2 H . 8 ) I > H X E . 4 )
CALL
2 011
UNKNOWNS
L T L I N E C > 0 4 . 0 7 8 . 5 : 8 ) 1 4 : 9 ) $ ' )
CALL
L T L I NE C > P E . 4 ) ( 3 - S P A N
* E . 2 H . 8 ) 4 > H X E . 4 >
= 0 > E X ) $ ')
CALL
C T L IN E C ' S ' )
2000
2001
2002
2 0 0 8
2
MOMENTS
* C A L L AL T L I NE( ' S O N d ' a
SPAN
BEAMS
ARE
USED
IN
TH IS
♦RESULTING
EQ UA TIO NS S')
CALL
LT L IN E C 'A R E
LIS TE D
ON T H E
NEXT
P A G E .S ')
CALL
CTLI N E C S ' )
CALL
CTLIN E C 'S *)
CALL
L T L I N E C (P)RESS
( RETURN)
TO C O N T I N U E . . . S ' )
CALL
ENDTAB(O)
CALL
ENDPL(O)
CALL
T A B L E IC C E N T E R '.,
CALL
L T L I N E C > P E .4 ) (2-S P A N
* E . 2 H . 8 ) 3 > H X E . 4 >
*
O> EX) S ')
. CALL
C T L I N E C S ' )
CALL
CT L I N E C S' )
CALL
AND
(B)
TERMS
WILL
BE
D I S - S ' )
> 0 1 . 5 > CUSSED
L A T E R .S ')
COMPUTING
THAT
THE
SUPPORT
THESE
EQUATIONS
LOAD
P O S ITIO N .
INFLUENCE
CALL
C T L IN E C
CALL
CALL
CALL
CALL
CALL
CALL
L T L IN E C ' (P)RESS
(RETURN)
TO C O N T I N U E . . . I ' )
ENDTAB(O)
ENDPL(O)
T A B LE T C ' CENTER' , 'L O N G ')
L T L I N E C ( A ,
B ,
AND
C T E R M S )S ')
L T L I N E ( J C ------------------------------------------------ ) $ ' )
LIN E
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VERTICAL
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FUNCTION
(T ) HUS,
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L T L I N E ( ' ( T ) HE
" C R ) "
♦NT
EQUATION
WAS
SHOWNS' )
TERM
ON
THE
RIGHT-HAND
SIDE
OF
THE
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CALL
L T L I NE C E A R L I ER T O
BE
THE
REACTION
OF T H E
ELASTIC
WEIGHT
DIAG
* RAMS
FOR
A CJACENTV )
CALL
L T L I N E ('S P A N S .
( T ) H I S
CONCEPT
WILL
NOW B E
EXAMINED
MORE
CLOS
* E L Y IN
TERMS
OF
A l ' )
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L T L I NE C U N I T
LOAD
TRAVELING
ACROSS
THE B E A M . S ' )
CALL
C TL I N E ( ' I ' )
CALL
L T L I N E ( ' ( F ) ROM T H E
DEVELOPMENT
OF
THE
3
" - ->M O M E N T
EQUATION,
THE
► "(R) "
TERM
WA S
D E F IN E D * ')
CALL
L T L I NE('T O
B E . . . S ' )
CALL
C T L I N E C S')
CALL
C T L I N E C S')
CALL
L T L I N E C > T 3 . 0 L . 7 ) ( R > L . 7 )
= > L X P E . 4 ) ( A > E . 2 ) N > E . 4 > O E . 2 ) N> EXl J GL
*1 . 8) ( t > L 2 . ) N > L 1 . 8 ) L > L 2 . ) N > L X A 1 L . 7 ) + > L X ) S ' )
CALL
L T L IN E O > 0 1 . 5 T 4 . 4 P E . 4 ) ( A > E . 2 ) N > H . 8 ) + 1 > H X E . 4 ) D > E . ? ) N > H . 8 ) + 1 >EX
* H X U G L 1 . R ) ( I > L 2 . ) N > H . 8 ) + 1 > H X L 1 . 8 ) L > L 2 . ) N > H . 8 ) + 1 > H X L X ) S ')
CALL
L TL I N E C > 0 2 . 5 T 8 . 5 : 3 ) 2 0 : 9 ) $ ' )
CALL
C T L I N E ( 'S ')
CALL
L T L I N E C
OR
(R)
=
RIGHT
REACTION
OF
ELASTIC
WEIGHT
DI
♦ A 6 RA M F O R S ')
CALL
L T L I N E C
SPAN
N PLUS
THE
LEFT
REACTION
OF T H E
♦ E L A S T I C S ')
CALL
L T L I N E C
WEIGHT
DIAGRAM
FOR
SPAN
N > H .8 ) + 1 > H X ) .
♦ S '
)
CALL
C T L I N E ( 'S ')
CALL
C T L I N E ( 'S ')
CALL
L T L I N E C (L)E T
US
NOW A P P L Y
THIS
TO
ANY
CONTINUOUS
SPAN
BEAM
U
♦P
TO
4
SPANS
AND
O E -S 1 )
CALL
L T L I NE C F I N E
THE
TERMS
( A ,
B,
) AND
( C ) . S ' )
CALL
C T L I N E C S' )
CALL
C T L I N E C S ' )
CALL
L T L I N E C (P)RESS
(RETURN)
TO C O N T I N U E . . . S ' )
CALL
ENDTAB(O)
CALL
ENDPL(O)
CALL
T A H L E T (' C E N T E R ','L O N G * >
CALL
L T L IN E C ( B ) R E A K IN G
A 4-SPAN
CONTINUOUS
BEAM
INTO
4
SING LE-SPA
♦ N BEAMS,
WE H A V E ____ S ' )
CALL
C T S E T (IH )
CALL
L T L I N E C WHERE
THE
(L )
AND
(R)
TERMS
ARE
THE
LEFT
AND
RIGHT
RE
♦ AC TIO N S,
R E S P E C T IV E -S ')
CALL
L T L I N E C L Y ,
OF
THE
ELASTIC
WEIGHT
DIAGRAM
FOR A S I N G L E - S P A N
B
* E AM S U B J E C T E D
TO A S ' )
CALL
L T L I NE C U N I T
LOAD. S ' )
CALL
C T L I N E C S ' )
) AND (C)
ARE
FUNCTIONS
OF
THE
UNIT
CALL
L T L I NE C ( N ) O T E T H A T
(A
♦ LOAD
POSITION
AND
I N D E - S ' )
(
T
)
H
U
S
WE
H
A
V
E
T
H
E
F
CALL
L T L I NE C P E N D E N T
OF
THE
NUMBER
OF
SPANS.
♦OLLOWING
R E L A T IO N - * ')
CALL
L T L I NE C S H I P S
BETWEEN
THE
UNIT
LOAD
P O S ITIO N
AND
(A ,
B,
) AN D
♦ ( C ) . . . S ' )
CALL
C T L I NE C S ' )
CALL
C T L I N E C S ' )
CALL
L T L I N E ( ' >T1 . 5 ) (
UNIT
LOAD
POSITION
A
B
O S ' )
CALL
L T L I N E ( ' > T 1 . 5 ) -------------------------------------------------------------------------------------------------------------------------- S ' >
CALL
L T L I N E ( ' > T 1 .5 A 7 )(S P A N
I ) > A 9 > ( R> L . 2 H . 8 ) I > H X LX A 4 ) O> A 4 ) O S ' )
CALL
L T L I N E C >TI . 5 A 7 ) (SPAN
2 ) > A 9 ) ( L > L . 2 H . 8 ) 2 > H X L X A 4 ) ( R > L . 2 H . 8 ) 2 > H X
♦ LX A 3 )
CALL
♦ ) 3 > L X
CALL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
OS ' )
L T L I N E C > T 1 . 5 A 7 ) ( SPAN
3 ) > A 9 ) 0 > A 5 ) ( L > L . 2 H . 8 ) 3 > L X H X A 3 ) ( R > L . 2 H . 6
H X ) S • >
L T L I N E ( ' > T 1 . 5 A7) ( SPAN
4 ) > A9 ) O> A5 ) 0 > A 4 ) ( L > L . 2 H . 8 ) 4 > L X H X ) S ')
L T L I N E O T I . 5 ) -------------------------------------------------------------------------------------------------------------------------- S ' )
CTLINE C S ' )
C TL I N E( ' $ ' )
T O C O N T I NI ) E . . . S ' )
L T L I N E C ' (P)RESS
( RETURN)
ENDTAB(O)
I N S E R T d S )
A R E A 2 D ( 1 6 .,3 . )
H E I G H T ! . 25)
S E T C L R C CY A N ' )
V E C T 0 R ( 1 . , 2 . , 4 . , 2 . , 0 >
V E C T 0 R ( 4 . 5 , 2 . , 7 . 5 , 2 . , 0 )
V E C T O R ( H . , 2 . ,1 I . , 2 . ,0 )
V E C T O R d I . 5 , 2 . , 1 4 . 5 , 2 . , 0 )
_
_
MESSAGE' L > L .4 H .R ) I ' , 1 0 , 2 . 3 , 2 . 2 )
M E S S A C C L > L . 4 H . 3 ) 2 ' , 1 0 , 5 . 8 , 2. 2)
M E S S A C C L > L . 4 H . 8 ) 3 ' , 1 0 , 9 . 3 , 2 . 2 )
M E S S A G ( ' L > L , 4 H . 3 ) 4 ' , 1 0 , 1 2 . H , 2 . 2 )
S E T C L R C R E D r )
V E C T O R d . , I . , I . , 1 . 9 , 1 4 0 1 )
VECTO R!4 . , I . , 4 . , 1 . 9 , 1 4 0 1 )
VECTOR( 4 . 5 , I . , 4 . 5 , 1 . 9 , 1 4 0 1 )
V E C T 0 R ( 7 . 5 , 1 . , 7 . 5 , 1 . 9 , 1 4 0 1 )
VECTOR( 3 . , 1 . , 8 . , 1 . 9 , I 401)
V E C T O R d I . , I . , 1 1 . , 1 . 9 , 1 4 0 1 )
V E C T 0 R ( 1 1 . 5 , 1 . , 1 1 . 5 , 1 . 9 , 1 4 0 1 >
VECTOR(I 4 . 5 , I . , I 4 . 5 , I . 9 , I 401)
SETCL R ( 'W H I T E ')
M ESSAGC ( L > L . 4 H . 8 ) 1 ' , 1 1 , 1 . 2 , 1 . )
M ESSAGC ( R > L . 4 H .8 ) 1 ' . 1 1 , 3 . 4 , 1 . )
66
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1
1
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4
5
6
7
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CA
CA
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CA
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CALL
2122
2
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3 0
31
3 2
3 3
3 4
35
fill
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M E S S A G ( ' ( A = R ) > L . 4 H . 3 ) 1 > L X H X ) + ( L > L . 4 H . 8 ) 2 ' , 3 2 , 3 . 5 , . 2 )
' LONG' )
UNIT
LOAD
POSITIONED
IN
SOME
AND ( R > L . 2 ) N > L X )
CANS')
OPED
FROM T H E
F O L L O W IN G ...S ')
SPAN
4 66
N.
EXPRESSI
CALL
L T L I N E C > T 2 . 0 L . 7 ) ( L > L . 9 ) N > L . 7 )
=
>L XP E. 8 ) B > E . 6 ) N > E . 8 ) : 8) L> F . 6
* ) N > B 1 E l . 6 H . 8 ) 2 X I X E . 8)
9 > E . 6 ) N > B 1 E 1 . 6 H . 8 ) 2 > H X E . 6 : 9 ) ) E X U B 9 L 1 . 8 ) 6 ( I
* > L 2 . ) N > L 1 . 8 ) L > L 2 .) N > L X ) S
)
CALL
L T L I N F C > 0 1 . 5 T 5 . 0 L . 7 ) ( R ) L . 9 ) N > L . 7)
= >LX P E . 8 ) A ) E . 6 ) N> E. 8 ) : 8 ) L
* > E . 6 > N > 9 1 E 1 .6 H .3 ) 2 > H X E .8 )
A > E. 6 ) N>R 1E l . 6 H . 8 ) 2>H XE . 6 : 9 ) > EXUB9 L I .8
* ) 6 ( I > L 2 . ) N > L 1 . 8 ) L > L 2 . ) N > L X ) S ' )
CALL
C TL I N E ( ' S ' )
CALL
C T L I NE( ' S ' )
CALL L T L I N E C ( T ) H E S E
EXPRESSIONS
FOR
( L > L . 2 ) N > L X )
AND ( R > L . 2 ) N > L X )
*
CAN
NOW B E
USED
TO
EVALUATE
THE
(A ,
B , $ ' )
CALL
L T L IN E C A N D
(C)
TERMS
IN
THE
PREVIOUS
TA BLE.
( I ) T
W ILL
BE
NE
*CESSARY
FOR
THE
S T U D E N T S ')
CALL
L T L I N E ( 'TO
COPY THE
TABLE
AND
EXPRESSIONS
FOR
(L > L .2 ) N > L X >
AN
*0
( R ) L . 2 ) N>LX)
FOR
FUTURE
USE
IN
T H IS S ')
CALL
L T L IN E C °R O G R A M .
<N>0TE
THAT
(E)
HAS B E EN
ELIM IN ATE D
FROM
EX
‘ PRES SIONS
FOR
( D L . 2 ) N )L X )
AND
( R ) L . 2) N > L X ) S ' )
CALL
L T L I N E C SO AS
TO
F A C IL IT A T E
DIRECT
SUBSTITUTION
INTO
THE
3-MO
*MENT
----------------------E
QUAT I O N . S '>
C TL I N E ( ' S ' )
CALL
CALL
C TL I N E ( ' $ ')
CALL
L T L I N E ( ' (P)RESS
( RETURN)
TO R E T U R N
TO
( E ) QUAT ION
( M ) E N U . . . S ' )
C ALL
ENOTAE(T)
I N S E R T ( I 9)
CALL
•CALL
A R E A 2 D ( 1 6 . , 3 . )
CALL
H E IG H T ( . 2 5 )
CALL
S ET C L R( ' CYAN' )
CALL
V E C T O R d . , 1 . 5 , 8 . , 1 . 5 , 0 )
CALL
V E C T O R !.9 , I . 3 , I . 1 , 1 . 7 , 0 )
CALL
VECTOR( 7 . 9 , 1 . 3 , 8 . I , 1 . 7 , 0 )
CALL
V E C T O R !I . 8 , 1 . 3 , 2 . 2 , I . 3 ,0 )
CALL
V E C T 0 R ( 6 . 8 , 1 . 3 , 7 . 2 , 1 . 3 , O )
CALL
R L C I R ( 2 . , 1 . 4 , . I , .01 )
CALL
BLC I R ( 7 . , 1 . 4 , . I , . 0 1 )
CALL
MESSAOC ( I > L . 4 ) N ' , 8 , 4 . 3 , I . I )
SE TCLR( 'G REE N')
CALL
CALL
V E C T O R t( .4 ,. , 2„. 5 , 4 . , 1 . 6 , 1 4 0 1 )
C ALL
MI cE jS jS nA uG <C Di ^Eu . .8 uHn .. 8u ) .K
1 0 , 4 . , 2 . 7 )
CALL
S E T C L R !'YE LLO W ')
CALL
VECTOR( 2 . , . 2 , 2 . , I . , 0 )
CALL
V E C T 0 R ( 7 . , . 2 , 7 . , 1 . , 0 )
CALL
V E C T 0 R ( 2 . , . 4 , 7 . , . 4 , 1 4 0 2 >
CALL
V E C T O R ( 2 . , 1 . 7 , 2 . , 2 . 5 , 0 )
CALL
VECTOR( 7 . , 1 . 7 , 7 . , 2 . 5 , 0 )
C
‘ A‘ L L
V E C T 0 R ( 2 . , 2 . 2 , 4 . , 2 . 2 , 1 4 0 2 )
V E C T 0 R ( 4 . , 2 . 2 , 7 . , 2 . 2 , 1 4 0 2 )
CALL
MESSAG (' L > L . 4 ) N * , 7 , 4 . 3 , . 6 )
CALL
CALL
M E S S A G ( 1A ) L . 4 ) N ' , 7 , 2 . 7 , 2 . 4 )
CALL
M E S S A G ! ' B ) L . 4 ) N ' , 7 , 5 . 3 , 2 . 4)
CALL
S E T C L R C CYAN' )
CALL
VECTOR( 9 . 5 , I . 5 , I 4 . 5 , I . 5 , 0 )
CALL
S E T C L R ('M A G E N T A *)
CALL
V E C T 0 R ( 9 . 5 , 1 . 5 , 1 1 . 5 , 2 . 8 , 0 )
CALL
VECTOR( I I . 5 , 2 . 8 , I 4 . 5 , 1 . 5 , 0 )
CALL
SETCL RC R E D ')
CALL
V E C T 0 R ( 9 . 5 , . 7 , 9 . 5 , 1 . 4 ,1 4 0 1 )
CALL
V E C T O R d 4 . 5 , . 7 , 1 4 . 5 , 1 . 4 , 1 4 0 1 )
CALL
S E T C L R (' YELLOW*)
CALL
VECTOR( I I . 7 , 2 . 8 , I 5 . 5 , 2 . 8 , 0 )
CALL
VECTOR(I 4 . 7 , 1 . 5 , I 5 . 5 , I . 5 , 0 )
CALL
VECTOR(I 5 . 2 , 2 . 8 , I 5 . 2 , I . 5 , I 402 )
CALL
M E S S A G O P L 1 . 8 ) ( E I ) L 2. 2 ) N > L 1 . 8 ) L > L 2 . 2) N> L X U ) ' , 3 6 , 1 5 . 5 , 7 . 1 5 )
CALL
M ESS AG (1A ) L . 4 ) N > L X ) 9 > L . 4 ) N ' , 1 8 , 1 5 . 6 , 2 . 3 5 )
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CALL
CALL
MESSAGC < L > L . 4 ) N ' , 3 , 9 . 7 , . 7 )
CALL
M E S S A G ( ' ( R > L . 4 ) N ' , 8 , 1 4 . 7 , . 7 >
CALL
MESSAGC (E )L A S T IC
(W )EIG HT
(D )IA G R A M ', 2 8 , 9 . 6 , 0
)
CALL
RESET ( ' H E I G H T ' )
CALL
ENDGR(O)
CALL
ENDPL(O)
GO
TO
999
CALL
T A I L E T C CENTE R ' , ' L O N G ' )
.
2 1 9 7
21 9 8
21 9 9
2200
M E S S A G ( '( L > L . 4
M ESSAGC ( R > L . 4
I E S S A G C ( L ) L . 4
M E S S A G ( '( R > L .4
M E S S A G ( '( L > L . 4
M E S S A G ( ' ( R > L .
CALL
R E S E T C H E I G H r ')
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ENDGR(O)
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ENDPL(O)
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TABLET C CENTER' ,
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L T L I N E ( ' (F)OR
A
* ON S FOR
( L > L . 2 ) N ) L X >
CALL
L T L I N E C BE
DEVEL
CALL
C TS E T(19)
21 3 9
21 4 0
2141
214 2
2 1 4 3
214 4
21 4 5
21 4 6
2 1 4 7
2 1 4 8
21 4 9
2 1 5 0
2151
2
2
2
2
LL
LL
LL
LL
LL
LL
67
2201
2202
ii
2210
221 I
2214
221 7
II!?
2220
I;::;
22 2 3
2224
2225
2 2 2 6
22 2 7
m
L T L I N E C ( S D AN
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L T L IN E f
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L T L I N E t ' m
tC a l l en L
220 6
2 2 0 9
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l m
‘
c
l
‘
c a l l
A L
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l i n e c i n
T
HAS _ B E E N
a
c o n t i n u o u s
T L I N E C P O S S I B L
l
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E Q U A T IO N S )*'
SAID
t l i n e c t h e n
e
'
t
O
BEAM. v
BE
X
IS
* C A L L EL T L IN E C M E N T S
AT
INFLUENCE
■
LOOK
DEFINED
AS
THE
ANDt SHEARS
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THAT
k n o w n
COMPUTED
DEVELOP
C T L I N E f * ) ----------------------L T L I N E C ( T ) H E R E F O R E , -------NOW
AND
END
M O M E N T S ...*
)
C T S E T t 2 0 ) i
L T L IN E C W H E R E
w e r e
/
IF
THE
t h e n
MOMENTS
v a l u e s
f o r
ANY
POINT
IN
LIN E S
FOR
SPAN
AT
s h e a
THE
SPAN.
MOMENTS
)
* C A L L ° L T L I N E t 'P O IN T ” A T'W HICH
AT
THE
SPAN
AT
A
THE
POSITIONED
SPAN
N
LOADED
DISTANCE
MOMENT
ENDS
FROM
WITH
THE
INFLUENCE
OF
ANYWHERE
SPAN
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THE
A
UNIT
LEFT
L IN E
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WILL
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THOSE
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BEAM
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L T L I N E f ' t PIRESS
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CALL
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ENDT A B f O )
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ENDGRf(I)
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LTLINEC
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TO
C O N T I N U E . . . * ')
t B ) F U S I N G 0 SUPERPOSITION
2235
TO
D IV ID E
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HS?
22 3 8
223 9
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)
PREVIOUSLY
b e a m
L T L I N H ' F L E C T I O N S 1 COULD
1L
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CALL
♦LOAD
CALL
0
T
MOMENT
J ( “ ------------------------------------------------------------ 5
LEFT
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•CALL
SUPPORT
THE
BEAM
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LOAD/
UN IT
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LOADING
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I
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C T L I N E f ' * ' )
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22 4 3
224 6
224 7
iiias
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L T L I N E C t T I . 5>WHERE
f M > L .2 ) 0 > L X )
=
O
IF
IS
NOT
IN
S
* C A L L N C T L I N E t JSJ)
111
22 5 8
22 5 9
22 6 0
2261
226 2
22 6 3
226 4
CALL
CALL
URGED
lie
226 8
2 2 6 9
ii;#
Illl
2
2
2
2
2
2
27 6
2 7 7
2 7 8
2 7 9
2 8 0
281
IISI
2284
228 5
IIS5
22 8 8
C T L I N E t ' I ' )
C T L I N E t ' * ' )
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CALL
L T L I N E f 'THE
C T L I N E f ' * ' )
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CALL
L T L I N E C f P ) RESS
ENOTAE(O)
(!a
ltl
l l
i n e c
( T )
COPY
THE
EQUATIONS
FOR
CM>L
P R O G R A M .*')
h e
^
(RETURN)
g e n e r a l
* C A L L NL T L IN E C C O M P U T E
*
TO
'
TO
CONTI N U E . . . * '
e q u a t i o n
INFLUENCE
L IN E
A GIVEN
S P A N . * ' )
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C T L I N E C t ' )
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C T L I N E f ' I ' )
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C T L I N E C t ' )
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L T L I N E C > 0 2 . 1 T 8 . 5 : 8 ) 2 2 : 9 ) * ' )
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L T L I N E C > 0 3 . 6 T 8 . 5 : 8 ) 2 3 : 9 ) S ')
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C T L I N E C '* ')
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)
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L T L I N E O 0 3 . 6 T 8 . 5 : 8 ) 2 4 : 9 ) * ' )
CAN
NOW
ORDINATES
)
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FOR
A
TO
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GIVEN
POINT
EQU
IN
68
22 8 9
22 9 0
2291
22 9 4
2295
2 2 9 7
229 8
2 2 9 9
CALL
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CTLI N E C '* ')
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LTL I N E O O 2 . 1 T 8 . 5 : 8 ) 2 5 : 9 ) 1 ' )
C T L I N E O M
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4C
L T L I N E C * H I ) OTE
1L T L I N E C 'UNIT
THAT
LOAD
THESE
AND
EQUATIONS
NAY
BE
)
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C T L IN E ( J S j)
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LTLI
23 0 2
23 0 3
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CALL
ENDTAB(O)
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1181
CA L L O A B L E T C 'C E N T E R ', 'L O N G ')
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L T L I N E C ' (SHEAR
E Q U A T IO N S )S ')
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L T L I N E C j ( 7 - -------------------------------------- > * ' >
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m
* '
a l l
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2 3 0 9
HI?
23 1 4
!SI?
ISIS
23 2 4
2325
!I
'( T ) H E
PROCEDURE
TO
RETURN
USED
TO
ARE
FOR
DEPENDENT
2 /
TO
3 /
4
THE
ONLY
AT
THE
BE A M S . $
( M ) E N U . .
SHEAR
AGAIN
ON
SPAN
C E )QJATION
DEVELOP
(L)O O K IN G
OR
.S')
EQUATIONS
SPAN
N
I
LOADED
W
* I TH
A UNIT
LOAD
ANDS')
CALL
L T L I N E C ' END M O M E N T S . . . S ' )
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C TS E T(21)
CALL
CALL
C T L I N E C . S ---------LTLIN ECjNH ERE
CALL
L T L I N E C ' (V )G A IN ,
*CALL
* C
ALL
. . .
ALL
--------------. —
As
TERMS
ARE
THE
5 L
TL
PREVIOUSLY
PR IN C IP LE
LT L IN E C -B E A M t LOADING
* L EFT
CALL
INTO
I N E C ’ E R A L ^ EQUAT ION
FOR
3
OF
CALL
CALL
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1115
2 333
ISSS
ISSf
‘ PAN
115?
E
ISIf
CAN
SUPERPOSITION
SEPARATE
THE
D E F IN E D .S ')
LOAD
SHEAR
AT
CASES.
A
BE
APPLIE
(D )O IN G
DISTANCE
X
FROM
THI
THE
S U PP O R T... V )
C T L IN E ( J S j)
CALL
L T L I N E ( ' > T 3 . 0 L . 7 ) C V > L . 9 ) X > L . 7 )
=
CV> L . 9 ) O > L . 7 )
* . 2 ) R > E . 4 ) - C M > E . 2 ) L > E X U B 3 L 1 . 8 ) L > L 2 . ) N > L X ) S ')
-CALL
LTL I N E C ' > 0 1 . 0 7 8 . 5 : 8 ) 2 6 : 9 ) S ' )
232 9
23 3 8
23 3 9
LTLINEC
(RETURN)
* C A L L E L T L I N E O 0 RHSP A N > MOMENTS.
HH
231 7
231 8
231 9
NEC' (P)RESS
USED
C T L IN E C ' S ' )
C T L IN E C ' S ' )
TO C O N T I N U E . . . S ' )
L T L IN E C ' (P)RESS
CRETURN)
ENDTAB(O)
INSERTC21)
B E AM 2
E N O G R CO)
E N O P L CO)
T A B L E T C C E N T E R ', 'LO NG ' )
_
O IF
U N IT
L T L IN E C ' >T1.0)W HERE
( V > L . 2 ) 0>LX)
+
LOAD
> L X P E .4 )(M > E
IS
NOT
IN
S
N S ')
CALL
C T L I N E C J S J)
CALL
CALL
C T L I N E ( ' S ' )
C T L IN E ( J S j)
234 5
2 3 4 8
23 4 9
HS?
CALL
L T L I N E C ( A ) G A I N
THE
STUDENT
IS
‘ FOR
( V > L . 2 ) 0 > L X )
FOR
F U TU R E S ')
CALL
L T L IN E C jU S E
IN
THE
PROGRAM.S')
ISSI
HSf
23 5 8
2 3 5 9
236 0
2361
2 362
2 3 6 3
23 6 4
23 6 5
ISSf
23 6 8
2 3 6 9
!SI?
HH
23 7 2
237 5
23 7 6
CALL
L T L I N E C ' (T)HE
GENERAL
‘ C ALLN L T L IN E C C O M P U T E
*
EQUATION
INFLUENCE
L IN E
URGED
CAN
TO
NOW
COPY
BE
ORDINATES
THE
USED
FOR
A
TO
EXPRESSIONS
DEVELOP
GIVEN
POINT
EOU
IN
A GIVEN
S P A N .S ')
CALL
C T L IN E C ' S ')
CALL
C T L IN E C ' S ')
CALL
CALL
L TL I N E C >0 2 . 1 T 8 . 5 : 8 ) 2 7 : 9 ) $ ' )
C T L IN E C ' S ' )
CALL
L T L I N E C '> 0 2 . 1 T 8 . 5 : 8 ) 2 8 : 9 ) $ ' )
CALL
C T L IN E C ' S ' )
CALL
L T L I N E C > 0 2 . 1 T 8 . 5 : 8 ) 2 9 : 9 ) $ ' )
CALL
CTLINECS')
CALL
L T L IN E C J > 0 2 . 1 T 8 . 5 : 8 ) 3 0 : 9 ) $ ' )
CALL
L T L I N E C t( N ) O T E
‘ c A L L ^ L T L IN E C 'U N IT
* ' )
CALL
C T L IN E C 'S ')
THAT
LOAD
THESE
AND
MAY
EQUATIONS
BE
USED
ARE
FOR
2,
DEPENDENT
3 ,
OR
4
ONLY
SPAN
ON
THE
BE A M S . $
69
2377
2378
2379
2380
2383
2384
2385
2386
2387
2388
2389
2390
2391
2394
2395
2 3 96
2397
2398
2399
TO R E T U R N
TO
(E)Q U ATIO N
( M ) E N U . . . ? ')
CALL
L T L IS E C ' (P)RESS
( RETURN)
CALL
ENDTAB(O)
CALL
ENDPL(O)
GO T D
999
CALL
T A I L E T ( ' CESTE R ' , ' L O N G ' )
CALL
L T L I N E C (REACTION
E Q U A T IO N S )? ')
CALL
L T L I N E C ( ------------------------------------------------------ ) V >
CALL
C T L I N E( ' V )
W ILL
VERIFY
OF
A SUPPORT
CALL
L T L I N E C (A)
SIMPLE
FREE-MODT
DIAGRAM
*
THAT
THE
M A G N ITU D E ?')
THE
S U M OF
THE
SHEA
EQUAL
TO
IS
CALL
L T L IN E C O F
TH E R E A C T I O N
FORCE
*RS
OS
EACH
SIDE
O F ? ')
IF
K N O W N ON E A C H
THE
SHEARS
ARE
(T )H U S ,
CALL
L T L IN E C T H E
SUPPORT.
*
SIDE
OF
A SUPPORT
N , ? ' )
AT
SUPPORT
N.
THE R E A C T I O N
EASY
TO COMPUTE
CALL
L T L I N E C IT
IS
VERY
F
*
(T )H E
SHEAR
E Q U A -? ')
CALL
CTSET (2 2 )
SHEARS
IN
VARIOUS
SPAN
CALL
L T L IN E C T IO N S
DEVELOPED
EARLIER
DEFINE
* S DEPENDING
DN T H E ? ' )
USED
DIRECTLY
TO
DE
CALL
L T L I N E C UNIT
LOAD
POSTION
AND
THUS
CAN BE
* V E L O P THE
FOLLOWING?')
CALL
L T L IN E ('R E A C T IO N
E Q U A T IO N S .. . ? ')
CALL
C T L I N E C ? ' )
CALL
C T L I N E C ? ' )
CALL
C T L I N E C ? ' )
2402
2403
2404
2405
2406
2407
2410
2413
2414
2415
2416
2417
2418
2419
22^9
2422
2423
225%
2426
2427
2428
2429
2430
2431
2432
2433
22%
2436
2437
2438
2 4 39
2440
2441
i!22S
2444
2445
2446
2447
2448
2449
2452
*
L TL I N E C > 0 3 . 6 T 8 . 5 : 8 ) 3 1 : 9 ) ? ' )
C T L I N E C ? ' )
L T L I N E C ( P ) R E S S
(RETURN)
TO
C O N T I N U E . . . ? ')
ENOTAE(O)
IN S E R T (22)
AREA 2 D ( 8 . , 3 . )
H E IG H T (.2 5 >
S E T C L R ('C Y A N ')
V E C T 0 R ( 2 . , 2 . , 4 . , 2 , / 0 >
VECTOR! 2 . 8 / I . 8 , 3 . 2 / I . 8 , 0 )
B L C I R ( 3 . z l . 9 , . I , . 0 1 )
S ETC L R ( ' H E O ' )
V E C T O R ( I . 8 , 2 . 5 , 1 . 8 , 1 . 5 ,C>
VECTOR( I . 8 , I . 5 , 1 . 7 , I . 7 , 0 )
V E C T O R ( 4 . 2 , 2 . 5 , 4 . 2 , 1 . 5 , 0 )
VECTOR( 4 . 2 , I . 5 , 4 . 3 , I . 7 , 0 )
VECTOR ( 3 . , . 2 , 3 . , I . 2 , 1 4 0 1 )
S E T C L R ('W H IT E ')
.
_
M E S S AG C N ' , I , 2 . 9 , 1 . 5 )
„
„
„
MESS A G C > L . 4 ) L > L X ) ( V > L . 4 > N ' , 1 8 , 1 . 0 , 2 . 0 )
M E S S A G ( ' > L . 4 ) R > L X ) ( V > L . 4 ) N ' , 1 8 , 4 . 4 , 2 . 0 )
CALL
CALL
CALL
CALL
CALL
CALL
MESSAG ('
R E S E T ('H
ENDGR(O)
ENDPL(O)
T A D L E T C
C T L I N E C
> U 4 ) L > L X ) ( V>
E IG H T ')
CALL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
L T L I N E C
C T L I N E C
R E Q I7
LTL I NE(
C T L I N E C
R E Q I8
L T L I N E O
C T L I N E C
R E Q I9
L T L I N E O
> 0 5 . I T S . 5 : 8 ) 3 2 : 9 ) ? ' )
? ' )
l
1 4
+
*
> L . 4 >R >LX> < V > L . 4 ) N ' , 3 9 , 4 . 3 , . 5 )
C E N T E R ', 'L O N G ')
? ' )
>05 , 1 T 8 . 5 : 8 ) 3 3 : 9 ) ? ' )
$' )
. I T S . 5 : 8 ) 3 4 : 9 ) ? ' )
O S
? ' )
O
3 . 6 T 8 . 5 : 8 ) 3 5 : 9 ) ? ' )
CALL
L T L I N E C $( N ) O T E
THAT
THESE
P O SITIO N
OF T H E ? ' )
CALL
L T L I N E C U N I T
LOAD
AND
MAY
*•)
EQUATIONS
BE
USED
CALL
L T L I N E ( ' ( T ) HE
(A)
AND
(B)
TERMS
*T
FOR
THE
( V > L . 7 ) 0 > L X )
T E R M ? ')
CALL
L T L I N E C I N
THE
SHEAR
EQUATIONS,
ARE
FOR
IN
AND
DEPENDENT
3 ,
2,
THE
ARE
OR
ABOVE
4
ONLY
SPAN
EQUATIONS
DEFINED
ON
THE
BE AM S.?
ACCOUN
„
P
ON
THE
NEXT
LEFT
END
OF
♦ A G E . ? ')
CALL
C T L IN E C i ? ;)
2455
2456
2459
2460
2 461
2462
2463
2464
CALL
CALL
CALL
CALL
CALL
CALL
CALL
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CALL
CALL
CALL
CALL
CALL
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CALL
CALL
CALL
CALL
CALL
‘
♦
CALL
CALL
CALL
L T L IN E ( '( P ) R E S S
ENDT A P (O )
ENDPL(O)
CALL
L T L I N E O O I
L T L I N E O O I
A UN IT
L O A D .? ')
CALL
C T L IN E C I ' )
c a l l
<RETURN)
t o
. 5 T 2 . 5) REPRESENT
C O N T I N U E . . . ? ')
THE
. 5 ) S I MPL Y - S U P P O R T E D ,
SHEARS
AT
THE
SING LE-SPAN
BEAM
SUBJECTED
A?'
TO
70
24 6
2 4 6
2 4 6
246
246
247
5
6
7
8
9
0
* ■ )
CALL
*
CALL
247 4
247 5
24 7 6
2 4 7 7
24 7 8
2 4 7 9
. .
L T L I NE C
....
LTLINEI1(N
O TES )—
*HE
SPANS
) _ . .
CALL
L T L I N E C
SING LE-SPAN
THE
: 8 ) 1 : 9 )
NUMBER
SUBSCRIPTS
IN
WHICH
THE
249 4
249 5
469
24 9 7
249 8
2 4 9 9
BEAM
I ,
c a l l
l t l i n e c
' (D
CALL
L T L IN E C
i
CALL
L T L I N E C ( I ) N
e f l e c t i o n n
Eq
u a t i o n s
THE
S
3 ,
LOAD
THE
CALL
25 0 6
25 0 7
2 508
2511
L T L I N E C (T)HE
P R IN C IP LE
‘ c A L L ^ L T L I N E C TO ^3 ^ SEPARATE
IN
DENOTE
(B)
SPAN
A
TERM
NOT
2 5 1 7
25 1 8
25 1 9
252 0
2521
25 2 2
!
ii
2 529
LOAD
GENERAL
EQU
WILL
ALWAYS
Q U A TIO N
HE
POSIT
(M ) E N U .. . S ' )
>
DEFLECTION
OF
T
NUMBERS ' )
EQUATIONS
SUPERPOSITION
IS
CASES.
MOMENT
(T)HE
‘ cALL
LTL!N E C V E L C P ^ E X P R E S S I O N S
FOR
DEFLECTIONS
+UNCTIONS
OF
( M > L . 2 ) L > L X ) ,
( M > L . 2 ) R > L X ) ,1
)^
^
^
‘ C A L L 1 L T L I NE C A N D * T H E
UNIT
LOAD*.
( C ) A R R Y I NG O U T
‘ C A L ^ L T L I N E C F O L L O W I N G
2 5 1 4
TO
A P P LIE D S t
AND
(A)
IS
4
IS
ARE
DERIVED
AND S H E A R S .
(L)O O K IN G
* C A L L AL T L I N E ( ' T O 1 THAT
FOR
SPAN
MOMENTS
A T "SPAN
N LO AD ERS ')
AND
END
MOMENTS . . . S ' )
CALL
L T L IN E C W I T H
THE
UNIT
LOAD
25 0 2
25 0 3
T .
SUBJECTED
) S ; )
( - --------------------------------------------------------- > *
GENERAL,
2,
U N IT
‘ CALL
C T L IN E C S ')
CALL
C T L I N E C S' )
: 8 ) 2 : 9 )
EITHER
OR
BOTH
OF
CALL
L T L I N E C
*S
MAY
B E S ')
ZERO
IF
THE
UNIT
LOAD
CALL
L T L I N E C
*A L S ' )
TO
THE
LEFT
SUBSCRIPT
CALL
L T L I N E C
ix
CALL
C T LI NE(
S )
CALL
C T L I N E ( 'S ')
: 8 ) 3 : 9 )
(A )
AND
(B )
TERMS
CALL
L T L I N E C
+ I V E S ' )
CALL
C T L I N E C l ' )
CALL
C T L I N E C S ' )
CALL
C T L I N E C S ' )
(RETURN)
TO R E T U R N
TO ( E )
CALL
L T L I N E ( ' (P)RESS
CALL
ENDTAB(O)
CALL
ENDPL(O)
2481
248 2
24 8 3
2484
248 5
2486
2 4 8 7
24 8 8
2 4 8 9
249 0
2491
iii
. . _____________ ______________ „ . . . . . . . . . . __________. . . . . .
> 0 1 . 5 ) SIMPLY-SUPPORTED,
A UNIT
L O A D .I * )
CALL
C TL I N E ( ; $ ; )
EXPRESSION
FOR
USED
ALONG
THE
THE
TO
SEPARATE
AREA
THE
IN
AGAIN
THEOREMS
BEAM
AS
NECESSARY
F
MATH
DEFLECTION
AT
A
+DISTANCE
X FROM T H E S ' )
CALL
L T L I N E C L E F T
SUPPORT.. . S ' )
CALL
C T L I N E C S ')
* > L . 9 ) R > L . 7 : 8 ) L > L . 9 ) N > L . 7 ) + X : 9 3 ) S ' )
CALL
L T L I N E C > 0 2 . 5 T 8 . 5 : 3 ) 3 6 : 9 ) $ )
c a l l
L T L I N E C (P)RESS
CALL
CALL
CALL
CALL
CALL
ENDT A B (O )
IN S E R T (2 3 )
B E AM 2
ENDGR (O)
ENDPL(O)
CALL
L T L I N E C W H E R E R* D > L ? 2 ) 0 > L X )
*CA LL
(RETURN)
TO
C O N T I N U E . . . S ')
=
O
IF
UNIT
LOAD
IS
NOT
IN
SPAN
NS
C T L IN E C ' I ' )
25 3 6
iss;
2 5 3 9
25 4 0
2541
!S i !
2
2
2
2
2
54 4
545
546
547
5 4 8
ISSS
ISSl
call
' L T L I N E C ' > 0 3 . 0 T 4 . 8 L . 7 ) FOR
A > L . 9 ) N > L . 7 )
LESS
THAN
OR
EQUAL
TO
X
*> L X ) S ' )
CALL
L TL I N E ( ' > T . 4 L . 7 * D ) > L . 9 ) 0 > L . 7 )
> L> LX X
) S
+. .A. T, E........................
R
T H A N ' >X
)$ ')
CALL
CTL I N E C S . ' )
CALL
C T L I NE C S ' )
IS
URGED
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L T L I N E C (T)HE
STUDENT
________
** )J >> LL .• ?' ) 0 > L X )
FOR
FU
T U R E _______
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P
R
O
G
R
A
M
.
S
'
)
L
T
L
I
N
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C
'
T
H
E
CALL
=
> PL I . 8 ) 6 (
TO
COPY
E I > L 2 . ) N > L I • 8 ) L > L 2 . )
THE
EXPRESSIONS
FOR
*D
71
CALL
L T L I NEC'
m
HE
GENERAL
EXPRESSION
* D ) > L . 2 ) X > L X )
FOR
CAN
NOW
BE
S P A N . , ',
2
2
2
2
2
55 7
55 8
5 5 9
5 6 0
561
lit!
2
2
2
2
2
2
2
56 5
566
567
568
5 6 9
5 7 0
571
25 7 6
2 5 7 7
CALL
CALL
C T L IN E C ' I ' )
CT L ! N E C ' S 1)
C ALL
L T L I NE C 1 > 0 3 . 6 T 8 - 5 : 3 ) 3 7 : 9 ) S ' )
CALL
C T L IN E C ' S ')
CALL
CALL
LTLINEC'
> 0 3 . 6 7 8 . 5 : 8 ) 3 8 : 9 ) S ')
C T L IN E C ' S')
CALL
L T L I N E C j> 0 3 . 6 T 3 . 5 : 8 ) 3 9 : 9 ) $ ' )
CALL
CALL
L T L IN E C '* P )R E S S
ENDTAECO)
C RE T U R N )
TO
CALL
TAOLETC' CENTER' , ' L O N G ')
CALL
L T L I NE C j > 0 3 . 6 T 8 . 5 : 8 ) 4 0 : 9 ) S ' )
CALL
L T L I N E C ' $CN) O T E
CAL L ^ L ^ L I N E ^ ' UNI T
THAT
LOAD
THESE
AND
EQUATIONS
MAY
.$' )
CONTINUE.
BE
USED
ARE
FOR
DEPENDENT
2*
3»
OR
ONLY
4
SPAN
ON
THE
BE AM S.S
*• )
2 5 8 0
2 5 8 3
25 8 4
2 585
2 586
2 587
25 8 8
2 5 8 9
2 590
2 591
2 592
2 593
2 594
259 5
2 596
2 5 9 7
2 598
2 599
!SB?
!SB!
260 4
260 5
260 6
260 7
2 6 0 8
26 0 9
261 0
261 I
261 2
261 3
261 4
261 5
261 6
261 7
261 9
26 2 0
2621
!S H
!S H
262 6
26 2 7
2 6 2 8
!S H
999
CALL
C T L IN E C jS j)
CALL
L T L I N E ' ' C F ) RESS
CRETURN)
TO
RETURN
C
C BE'
C
471
TYPE
472
FORMATC^
BEAM
473
FORMAT C'
-------------------------------------------------------------------------
C E )QJATION
( M ) E N U . . . S ' )
785
PHYSICAL
474
F O R M A TC T6»'T he
s t u d e n t
*
2/
3 ,
or
4
s p a n ')
475
FO R M ATC T6»'beam .
* t i on
o f
i n f l u - ' )
476
TO
CALL
ENDTAECO)
CALL
E N D P L C O)
TYPE
785
GO T O
450
F OR M A T CT 6 » ' e n c e
DATA
i s
The
now
beam
l i n e s
IN P U T ')
w i l l
u s i n g
n
a s k e d
be
th e
specify
to
in
u s e d
physical
section
p r e v i o u s l y
CD)
d e v e l o p e d
data
for
for
a
comput a
e q u a t i o n s . ' / /
*)
477
478
470
FORM AT C T 6 » ' P r e s s
FORMATC T O , ' o r
" C ”
" R "
to
to
c o n t i n u e
r e t u r n
to
I F C Z z I n E?* C' ^ .AND.
Z Z . NE. ' R '>
TYPE
785
IF I Z Z . EQ. ' C )
GO T O
481
431
beam
GO
TO
p h y s i c a l
M e n u :
L I N O R D C E ^ N O , N 9 , R N 9 , A , B , D , D l , B E A M , SU P P M , S P A N M , S H E A R , R E A C T ,
‘ D E LT A ,A B C ,C F 2 ,D E LS M )
TYPE
785
GO T O
470
TYPE
785
FORMAT D
COMPUTATION
434
TYPE
484
FORMAT C'
----------------------------------------------------------------------------------------------------------------------- ' Z >
484
487
!S%
488
F 0 R M A T D 6 ,
'e g u a t io n s
!S%
489
2 6 3 8
26 3 9
2 6 4 0
490
INFLUENCE
w ill
and
now
LIN E
be
O R D IN A TE S ')
given
d e v e l o p
any
Student
inout
the
opportunity
i n f l u e n c e
l i n e
f o r
to
use
t h e
th
beam
s
e a r l i e r ' )
FORMATCT6,' i n o a r t
‘ ness a g a i n s t com -')
FORMAT C T 6 , ' p u t e r
‘ t h r o u g h
t h e
TYPE
489
263 5
OF
FORM A T C T 6 , ' T h e s t u d e n t
*e i n f l u e n c e l i n e ' )
*0 e c i f i e d
2631
263 2
i n p u t ' )
4 7 7
483
435
d a t a
' , T )
C A L L % E AMI NP C E , E E , NO, B EAM, SC, C F D
CALL
48?
w i t h
D e v e lo p m e n t
C O .
g e n e r a t e d
v a l u e s ,
and
w ill
be
checked
for
w i l l
be
a l lo w e d
t o
correct
p r o c e e d
o r o - ' I
F ORM AT CT 6 , ' g r a m w h e n
‘ t in the s I n d e n t ')
FORMATCT6, ' b e i n g
input
prompted
is
for
correct.
correct
Incorrect
values
un til
input
input
w ill
is
resul
correc
72
2641
2
2
2
2
2
2
6
6
6
6
6
6
4
4
4
4
4
4
2
3
4
5
6
7
491
494
495
496
26 5 8
26 5 9
497
498
2
2
2
2
2
2
6
6
6
6
6
6
6
6
6
6
6
6
2
3
4
5
6
7
436
E
2671
423
26 7 4
2675
12%
786
787
788
789
26 7 8
267 9
26 8 0
2681
268 2
2 6 8 3
268 4
792
i!2l 2
793
791
2 6 8 7
2 6 8 8
12#%
2691
26 9 3
26 9 4
269 5
1232
26 9 8
2 6 9 9
2 7 0 0
f
i
2704
270 5
^82
1%#
2 7 1 0
271 I
271 6
271 7
27 1 8
27 1 9
2 7 2 0
2721
272 2
27 2 3
I
27 2 8
h ave
a
c a l c u l a t o r
a v a i l a b l e
to
make
any
n e c e s s a r
t^com gutations.'/)
462
26 5 0
2651
265 4
265 5
* t .
The
s t u d e n t ' )
TYPE
491
FORMAT ( T 6 z ' s h o u l d
606
61 0
614
796
797
799
825
826
827
828
829
831
ACCEPT
4 8 ,
ZZ
I F I Z Z . N E . ' O
GO T O 4 6 2
CALL
GRAPHI
CALL
G R A P H 4 (N 0 ,N 9 ,8 E A M ,S C ,0 X >
TYPE
785
TYPE
494
F 0 R M A T (T 6 , 'COMPUTATION
M E N U ')
TYPE
495
F O R M A T ( T 6 , ' ------------------------------------------------• )
TYPE
496
FORM A T ( T l I , ' ( A )
S u p p o r t
Moment
I . L .
TYPE
497
FORMAT ( T l I
( B)
Span
Moment
I . L .
TYPE
493
FORMAT ( T l I z 1(C)
S h ear
I . L .
♦ M e n u ' Z )
TYPE
46
ACCEPT
48 z
CMI
I F ( C M I . L T .
OR.
C M I . G T . ' F ' )
GO T O 4 3 6
I F (CMI .EQ. 'A ' )
GO T O 4 2 3
I F ( C M I . E Q . ' B ' ) GO T O 4 2 4
I r ( C M I . E 9 . 'C ' )
GO T O 4 2 5
I F ( C M I . E Q . 'D ' )
GO
TO 4 2 6
I F ( C M I.E Q . ' E ' )
GO T O 4 2 7
TYPE
326
TYPE
785
GO
TO
470
TYPE
785
TYPE
785
FORMAT( '
SLPPORT MOMENT
I . L .
O R D IN A TE S ')
TYPE
787
FORMAT( '
---------------------------------------------------------------------------------------- * / )
TYPE
789
FORMAT (T 5 z '
S p e c i f y
s u p p o r t
num ber
fro m
ACCEPT
7 9 0 ,
ISN
I F U S N . L T . 2 . OR.
I SN. GT. (NO) )
GO T O
788
TYPE
785
TYPE
792
F 0 R M A T (T 6 z 'W o u ld
y o u
l i k e
t o
r e v i e w
t h e
(D)
R e a c t ! o n
(E)
D e f l e c t i o n
(F)
R e t u r n
a b o v e :
I . L . ' )
t o
I . L . ' )
D e v e lo p m e n t
' , $ )
e q u a t i o n ( s )
used
f o r ' )
F O R M A T ( T 5 ,'
c o m p u t in g
th e
o r d i n a t e s
( Y ZN)?
' , $ )
ACCEPT
4 8 ,
ZZ
GO T O 7 9 1
I F ( Z Z . N E . ' Y '
.AND.
Z Z . N E . 11 N ' )
I F ( Z Z . E Q . ' N ' )
GO T O
795
CALL
E Q U A I (NO)
CALL
G R AP H 1
CALL
G RAP H4(N0zN9,BE AM ,SC ,D X>
YMAX=O.
DO
6 0 6
I = I zN 9*N 0t1
Y V A L U E = A E S ( SU0 P M ( I z I S N - I ) )
IF (Y V A L U E .G T .Y M A X )
THEN
YMAX=YVALUE
END
IF
CONTINUE
TYPE
155
TYPE
610
FORMAT ( '
!JUM
2 5 , 1 4 ' )
TYPE
6 1 4 ,
ISN
FORMAT( '
S u p p o rt
Moment
I . L .
a t
S u p p o r t
No.
' , 11 )
CALL
Y M A X 2 (YMAX)
TYPE
I 51
TYPE
785
TYPE
796
F O R M A T ( T 6 , 'S e v e r a l
te rm s
in
t h e
e q u a t i o n s
are
in d e p e n d e n t
o f
t h e '
TYPE
797
F O R M A T ( T 6 , 'u n i t
lo a d
p o s i t i o n ,
and
n e e d
be
i n p u t
o n l y
o n c e . ' Z )
TYPE
325
FORMAT( Z T S , '
P re s s
" C "
t o
c o n t i n u e . . . ' , ! )
ACCEPT
4 8 ,
ZZ
I F (ZZ . NE. ' C )
GO T O 7 9 9
TYPE
735
TYPE
826
F O R M A T ( T 6 , ' SPAN
L E N G T H S ')
TYPE
827
F O R M A T ( T 6 , ' ----------------------------------- ' Z )
DO
831
I = I ,NO
TYPE
8 2 9 ,
I
F O R M A T U 1 1 , '
Span
No.
' , I l , '
( f t ) :
' , ! )
ACCEPT
8 8 9 ,
S0 L
I F ( S P L . N E .B E A 1 ( 1 , 1 ) )
GO TO 8 2 8
CONTINUE
TYPE
785
TYPE
832
73
27 2 9
F O R M A T ( T 6 / ' MOMENTS
833
TYPE
833
.
, ,,
F O R M A T ( T 6 , -------------------------------------------------------n
1) 0 8 3 7
1 = 1 , NO
s%
E
E
F O R M A T l T I I , '
OF
Span
IN E R T IA '
No.
1%?
4
4
4
4
4
4
2
3
4
5
6
7
ISS
844
84 5
)
' , I l , '
IF I S P I. N E ^ a E A M l1 , 2 ) >
2 7 3 8
2 7 3 9
27
27
27
27
27
27
832
GO
TO
( f t .
4 ) :
' , * )
834
CONTINUE
TYPE
785
F 0 R M A T ( T 6 , 'A ,
8 ,
t
C TERM S')
TYPE
8 4 5 .
.
, , ,
FORMAT CT 6,
---------------------------------------------
846
F 0 R M A T I T 6 , ' The
A,
B,
S
C
F O R M A T I T 6 , 'a r e
d e p e n d e n t
te rm s
on
th e
r i g h t
s i d e
o f
t h e
e q u a t i o n s '
*)
847
on
th e
u n i t
lo a d
p o s i t i o n .
P le a s e
u n i t
' , 5)
s p e c i f
*y ' )
2
2
2
2
7 5 0
751
752
75 3
848
F 0 R M A T IT 5 , '
a
I F ( L P T . L T ? 1
^OR-
IMi
CALL
ULO A D C L P T » N 9 , X 3 , D X )
FORMAT I '
2 7
27
2 7
27
27
853
854
6 7
6 8
6 9
7 0
71
E
FORMAT ( T 6 ,
TYPE
854
• FORMAT ( T l I
iss:
856
857
TO
882
v a l u e s
S
and
C,
f o r
r e c a l l i n g
th e
A,
s t u d e n t
8 ,
I
e q u a t i o n s
m ust
now
g i v e n ' )
c o m p u t e ')
C . ')
,
', $ >
=
8
=
*
864
279 4
279 5
Pi!
27 9 9
865
IS89
866
867
868
I
l t
!
C
=
853
GO
TO
8 56
GO
TO
858
' , D
CC.G T.VM AX)
s o l u t i o n
f o r
te rm s
in
th e
e q u a t i o n ( s )
have
now
bee n
d e f i n e d ,
FORM A T ( T 6 , ' s u p p o r t
m om ents
TYPE
8 6 3 ,
Y0RD,LPT
FORMAT(T l 5 , ' I . L .
O r d i n a t e
y i e l d s : ' / )
, F 7 . 2 , '
f t - k i p s
a t
I O t h - P o i n t
No.
F0RMATIT6,'Note
that
the
F0RMAT(T6,'plotted
on
FO RM AT^T5, '
w ant
Do
you
influence
the
to
beam
line
ordinate
value
has
been')
above.'//)
c o m o u te
GO
TO
a n o t h e r
o r d i n a t e
( Y / N ) 1
, I )
867
I F ( Z Z . E 0 . ' h ' )
GO
TYPE
700
CALL
ULOAD ( L P T , N 9 , X 3 , D X )
ii
FO R M A TS
TYPE
785
869
870
' , I
* T Y PE
825
ACCEPT
4 8 ,
ZZ
GO T O
864
I F ( Z Z . N E . C )
TYPE
785
CALL
P L P T (X 3 ,Y 0 R D ,Y M A X ,Y 3 )
Z Z . N E . ' N ' )
TO
872
28 0 6
2 8 0 7
and
t h e ' )
I F ( Z z I n E.8 { Y ' Z . A N D .
IS 8S
TO
' , I )
M IN C.OR.
v
FORMAT ^ T G , ' A l l
861
863
c
GO
TYPE
785
YORD=SUPPM( L P T , I S N - I )
860
ISSI
ISIS
8 ,
o
TYPE
859
FORMAT ( T l 1 , '
85«
859
862
2 8 1 4
c a l c u l a t o r
A,
I l T^VM IN
.OR.
8 B .G T.V M A X )
V“ I N = C F 3 * A E C (L P T ,3 )
V M A X = C F 4 *A B C (L P T ,3 )
2 7 8 9
279 0
2791
E
han d
f o r
e n t e r
A
FORMAT ( T l I , '
I F (B
27 8 7
28 0 2
28 0 3
a
I F I A a I l t ! v MIN
.OR.
AA .G T.VM AX)
V M IN = C F 3 * A E C (L P T ,2 )
V M A X = C F 4 *A 8 C (L P T ,2 )
I F (C
27 8 3
278 4
GO
lo a d :
k i p / ' )
' e a r l i e r
FO R M A T(T6, 'a n d
th e
TYPE
823
V M IN = C F 3 * A B C ( L P T ,1 )
VMAX = C F 4 * A B C ( L P T , 1 )
ii
2 7 7 8
27 7 9
2 7 8 0
/ I
F O R M A T I T 6 , 'U s in g
851
852
! STR
f o r
L P T .G T . ( N 9 * N 0 + D )
785
850
27 6 3
276 4
p o s i t i o n
TYPE
617
275 8
27 5 9
l O t h - p o i n t
! STR
FORMAT ( T 5 ,
I F ( L P T . L T ? 1
GO
TO
871
'
/
/ ' )
S p e c i f y
^OR.
new
1 0 t h - p o i n t
L P T . G T . ( N 9 * N 0 + 1 ) )
p o s i t i o n
GO
TO
869
o f
u n i t
l o a d :
' , * )
74
2 8 1 7
28 1 8
281 9
28 2 0
2821
28 2 2
282 5
282 6
28 2 7
28 2 8
2 8 2 9
28 3 0
2831
TYPE
Z85
TYPE
873
P l o t
t h e
t o t a l
i n f l u e n c e
l i n e
FORMAT( T5/
ACCEPT
4 8 ,
ZZ
A
N
D
.
Z
Z
.
N
E
.
'
N
'
)
G
O
T
O
8
7
2
I F ( Z Z . N E . ' Y'
.
GO T O
874
I F ( Z Z . E3 . ' N')
TYPE
748
872
873
CALL
PLOTI
874
TYPE
785
( N 0 /N 9 /Y M A X /D X ,S U P P M d , IS N - 1
875
F 0 R M A T I T 5 , 1
H a r i
I F ( Z z l N e !! ' Y ' Z .
T F U Z .E a . 'N d
CALL
HCHPO ( E E ,
IL T = I
NS = O
TYPE = 1 S u p p o r t
28 3 4
283 5
c o p y
o f
i n f l u e n c e
AND.
Z Z . N E . 1N ' )
GO T O
876
N O , B E A M , SC)
Moment
GO
o r d i n a t e s
285 0
2851
876
424
GO T O
493
TYPE
785
877
F O R M A T d
TYPE
878
FORMAT( '
878
879
880
SPAN
I . L .
specify
w i l l
be
F O R M A T d S , '
883
I F ( I L P . L T ^ Z
! OR.
I L P . G T . ( N 9 * N 0 ) )
N S = I N T ( ( I L F - I ) Z R N 9 ) +1
TYPE
785
TYPE
792
TYPE
793
GO
"
384
28 6 2
2 8 6 3
%%
28 6 6
2 8 6 7
2
2
2
2
869
87 0
871
87 2
2875
28 7 6
28 7 7
287 8
28 7 9
28 8 0
2881
288 2
2 883
2 8 8 4
2885
2 8 8 6
28 8 7
2 8 8 8
28 8 9
28 9 0
2891
619
726
885
886
887
388
CALL
E8UA2 (NS)
CALL
G R A P H 4 (N 0 ,N 9 ,B E A M ,S C ,D X )
28 9 8
289 9
290 2
29 0 3
290 4
' ,
which
the
influence')
$)
GO
TO
879
TO
883
YMAX=O.
DO 6 1 9
I = I ,NO = N O fI
,
Y V A LU E =A E S ( SPANM( I , I L P ) )
IF (Y V A L U E .G T .Y M A X )
THEN
YMAX = Y VALUE
END
IF
CONTINUE
TYPE
I 55
TYPE
610
F O R M
CALL
TYPE
TYPE
TYPE
F O R M
+ p o s i t
A T ( 'S p a n
Moment
YMAXZ(YMAX)
I 51
785
385
A T (T 6 ,'T h e
te rm s
i o n
a n d ')
FORMAT( T 6 , ' n e e d
FORM A T d I O , '
be
I . L .
a t
I O t h - P o i n t
and
in p u t
D i s t a n c e
" I "
o n l y
fro m
a r e
No.
in d e p e n d e n t
o f
t h e
u n i t
lo a d
o n c e . ' Z)
l e f t
end
o f
, 1 1 , ' ,
span
x
( f t ) :
' , $ )
D I S 2 = ( I L P - ( ( N S - 1 ) * N 9 + 1 ) ) * B E A M ( N S , 1 ) Z R N 9
I F ( D I S 1 . N E . D I S 2 )
TYPE
823
GO
TO
387
o f
Span
890
891
F O R M A T d I O d
893
I F ( S P L .N E ? B E A M (N S ,I ))
GO TO 8 9 0
TYPE
785
TYPE
894
F O R M A T d S , '
S p e c i f y
l O t h - p o i n t
p o s i t i o n
894
IF
289 4
289 5
for
d e v e lo p e d :
285 4
28 5 8
2 859
) )
n
IOth-point
881
E
, I S N - I
O RDINA TES ')
-------------------------------------------------------------------------------
l i n e
1,
f
MOMENT
FORM A T ( T 6 , 1 P I e a s e
( Y Z N ) 1
874
C A L L = H C I L O ( S O ° N 9 , N S ’, I L T , I S N , T Y P E , L O C A , S U P P M ( 1
283 8
28 3 9
2 8 4 0
2841
284 2
2 843
2844
2845
28 4 6
28 4 7
• * $ )
))
l i n e
TO
( Y ZN ) ?
895
896
897
( L P T . L T d
L e n g th
! o R .
N o .
L P T . GT . ( N 9 * N 0 + 1 ) )
TYPE
785
TYPE
722
CALL
ULOAD( L P T ,N 9 ,X 3 ,D X )
TYPE
617
TYPE
8 9 6 ,
LPT
a u n i t
lo a d
at
FORMAT ( T 6 , ' W i t h
i. n. . t. .e . r i o r ' )
*‘ tt hh ee
TYPE
397
FORMAT ( T 6 , ' s u p p o r t ( s )
a r e : 'Z )
DO 8 9 9
1 = 2 , NO
,
. . . .
TYPE
8 9 8 ,
I ,S U P P M ( L P T , I - I )
I
' , I l , ' ,
GO
( f t ) :
of
TO
1 0t h - p o in t
u n i t
' , $ )
Io a d :
' ,$ )
893
th e
m o m e n t( S )
a t
75
2
2
2
2
2
2
9
9
9
9
9
9
0
0
0
0
0
1
5
6
7
8
9
0
2
2
2
2
2
2
2
2
2
2
2
9 1 3
91 4
91 5
91 6
91 7
91 8
9 1 9
92 0
921
9 2 2
9 2 3
398
899
919
921
292 6
29 2 7
922
923
908
909
293 0
924
906
111!
910
29 3 4
2935
2
2
2
2
2
2
9
9
9
9
9
9
3 7
3 8
3 9
4 0
41
4 2
E
294 6
2947
2
2
2
2
2
9 5 0
951
95 2
9 5 3
954
li
2
2
2
2
2
2
2
2
2
2
9 5 8
9 5 9
9 6 0
961
9 6 2
96 3
9 6 4
9 6 5
9 6 6
9 6 7
916
91 7
2 9 7 0
2971
%%
297 4
2
2
2
2
2
2
2
2
2
2
2
2
2
2
9 7 7
97 8
9 7 9
9 8 0
981
9 8 2
° 8 3
9 8 4
9 8 5
9 8 6
9 8 7
9 8 8
9 8 9
99 0
29 9 2
91 8
425
926
927
FO R M A TC TIS z'M om ent
at
S u p p o r t
No.
» F7 . 2 , '
f t - k i p s ')
CONTINUE
TYPE
825
ACCEPT
4 8 ,
ZZ
I F ( Z Z . NE. • C )
GO T O 9 1 9
TYPE
785
TYPE
921
FORMAT ( T 6 , ' U s i n i
a han d
c a l c u l a t o r
and
r e c a l l i n g
e q u a t i o n s
g i v e n " )
TYPE
922
FORMAT ( T 6 , " e a r l i e r
f o r
Mo,
th e
s t u d e n t
must
now
co m p u te
a n d ")
TYPE
923
FORMAT ( T 6 , " e n t e r
t h e
v a l u e
f o r
M o . ' / )
NSUL = I N T ( ( L P T - I ) ZRN 9 )- M
IFC N S U L .N E .N S )
50
TO 9 08
D I S 3 = ( L P T - ( ( N S - 1 > * N 9 + 1 ) ) * B E A M ( N S , 1 ) / R N 9
I F C L P T . L E . ILP )
THEN
- D I S 2 / 9 E A M ( N S ,1 ) )
S M 0 = D IS 3 « (I
ELSE
- 0 I S 3 / 9 E A M ( N S , 1 ) )
S M 0 = 0 IS 2 « (1
END
I F
GO T O
909
SMO=O.
V M IN = C F 3 *SM0
V M A X = C F 4 * SMO
TYPE
906
' , I )
FORMAT(T l I , '
Mo
ACCEPT
5 7 6 ,
SMI
I F C S M I . L T .V M IN
.O R .
SM1. GT.VMAX)
GO T O 9 3 4
TYPE
785
YORD=SPANMCLPT,IL P )
TYPE
861
TYPE
911
FO R M A T C T 6," I . L .
o r d i n a t e
i s : ' / )
TYPE
9 1 2 ,
YORO,LPT
F ORMAT C T 2 2 , 'M x
= '
F7 . 2 , "
f t - k i p s
a t
I O t h - P o i n t
No.
' , 1 2 / )
TYPE
325
ACCEPT
4 8 ,
ZZ
GO T O 9 1 3
I FCZZ . NE. ' C )
TYPE
785
CALL
P L P T CX 3 , Y 0 R 0 , Y M A X , Y 3 )
TYPE
865
TYPE
866
TYPE
363
ACCEPT
4 8 ,
ZZ
I F I Z Z . NE. ' Y '
.AND.
Z Z . N E . ' N ' )
GO T O 9 1 4
I F C Z Z . E Q . ' N ')
GO T O 9 1 6
TYPE
701
CALL
U L O A D ( L P T / N 9 , X 3 , DX)
TYPE
613
TYPE
785
TYPE
373
ACCEPT
8 4 9 ,
LPT
I F C L P T . L T . I
. OR.
L P T . G T . ( N 9 * N 0 + 1 ))
GO
TO
715
GO T O
895
TYPE
785
TYPE
873
ACCEPT
4 8 ,
ZZ
I F C Z Z . NE. ' Y '
.AND.
Z Z . N E . ' N ' )
GO T O 9 1 6
I F C Z Z . E Q . ' N ')
GO T O 9 1 7
TYPE
748
TYPE
723
CALL
P L 0 T 1 ( N 3 ,N 9 ,Y M A X ,D X ,S P A N M ( 1 ,IL P > )
TYPE
785
TYPE
875
ACCEPT
4 8 ,
ZZ
GO T O 9 1 7
Z Z . N E . ' N ' )
I F C Z Z . N E . ' Yi '
.AND.
I F C Z Z . E Q . 1 N ')
GO T O
918
CALL
H C H P D ( E E , N O , B E A M , SC)
I L T = 2
T Y P E = 'Soan
Moment
'
L O C A = 1 I O t h - P o i n t
No.
'
CALL
H C I L O ( N O , N 9 , N S , I L T , I L P , TY P E , L O C A , SPANMC I , I L P ) )
GO T O
493
TYPE
785
TYPE
925
FORMAT C'
SHEAR
I . L .
ORDINATES' )
TYPE
926
FORMAT C'
------------------------------------------------------------ ’ / >
TYPE
380
TYPE
881
ACCEPT
34 9 ,
ILP
GO T O 9 2 7
I F C I L P . L T . I
. OR.
I L P . G T . ( N 9 * N 0 + 1 ))
I F C I L P . E Q . 1 )
THEN
V S P = 1R'
ELSE
I F CI L F . E Q . ( N 9 - N 0 + 1 ) )
THEN
V S P = 1L '
I L P . E Q . 31 )
THEN
ELSE
I F C I L F . E Q . i l
.O R .
IL P . E Q .2 1
. OR.
TYPE
823
76
2V93
29 9 4
928
929
m;
29 9 8
29 9 9
5889
3
3
3
3
3
3
0
0
0
0
0
0
0
0
0
0
0
0
2
3
4
5
6
7
930
30 0 9
30 1 0
58%
3
3
3
3
3
3
01
01
01
01
0 1
01
3
4
5
6
7
8
58%
3021
302 2
E
931
907
419
30 2 6
3 0 2 7
58^3
420
30 3 0
3031
434
303 3
303 4
303 5
435
5859
303 8
30 3 9
30 4 0
3041
30 4 2
304 3
30 4 4
304 5
3046
304 7
30 4 8
30 4 9
30 5 0
3051
437
933
934
5851
3054
3055
5859
305 8
30 5 9
585?
306 2
3 0 6 3
5825
3 0 6 6
30 6 7
58SS
3
3
3
3
3
3
0
0
0
0
0
0
7 0
71
7 2
7 3
7 4
75
58%
307 8
30 7 9
3 0 8 0
237
TYPE
929
FOR M A K T S * *
L e f t
o r
r i g h t
o f
s u p p o r t
( L /R ) :
* » $)
ACCEPT
4 8 ,
VSP
I F C V S P . N E . 'L *
.AND .
V S P . N E . 1R ')
GO T O 9 2 8
ELSE
V S P = 1N 1
END
IF
I F ( V S P .E O . 'L * I
THEN
N S = I N T C C I L P - I ) /RN?)
ELSE
N S = I N T C C I L P - I ) / R N ? ) +1
END
IF
TYPE
785
TYPE
792
TYPE
793
ACCEPT
4 8 ,
ZZ
GO T O 9 3 0
I F C Z Z . N EI .- 1
* Y '1 . A
ZZ.N E . ' N ' )
/ ND.
I F CZ Z . E R . * N * )
GO T O 9 3 1
CALL
EQUA3CNS)
CALL
GRAPHI
CALL
G R A P H 4(N 0,N 9, BEAM,SC,OX)
IL C = IL P + N S -1
YMAX=O.
DO 9 0 7
I = I ,N 9*N 0 +2
YVALUE = ABSCSKe AR( I , I L C ) )
I F CY V A L U E . G T . Y MA X)
THEN
YMAX=YVALUE
END
IF
CO NT I NUE
TYPE
I 55
THEN
IF C V S P .E Q . ' L '
.O R .
V S P . E Q . 'R * )
TYPE
419
FORMAT C '
!JUM
2 5 ,1 4 *)
I F CV S P . E l . ' L *)
THEN
TYPE
4 2 0 ,
ILP
l e f t
o f
1 0 t h - P o i nt
No.
FORMAT ( * S h e a r
I . L .
ELSE
TYPE
4 3 4 ,
ILP
FORMAT('
Shear
I . L .
r i g h t
o f
I C t h - P o i n t
N o .
, 1 2 )
•
END
ELSE
TYPE
435
F O R M A T !*
!JUM
2 5 , 1 6 ' )
TYPE
4 3 7 ,
ILP
FORMATC '
S hear
I . L .
at
I O t h - P o m t
N o .
END
IF
CALL
Y M A X2 CYMAX)
TYPE
I 51
TYPE
785
TYPE
932
te rm
i s
in d e p e n d e n t
o f
the
u n i t
lo a d
FORMAT ( T 6 , ' Th e
" I
* nd
n e e d
b e ' )
TYPE
933
F 0 R M A T C T 6 ,'in p u t
o n l y
o n c e . / )
TYPE
8 9 1 ,
NS
ACCEPT
3 8 9 ,
SPL
I F CS P L . N E . B E A M I N S , 1 ) )
GO T O 9 3 4
TYPE
785
TYPE
894
ACCEPT
8 4 9 ,
LPT
GO
TO 9 3 5
I F ( L P T . L T . I
.OR.
L P T .G T . ( N ? * N 0 + 1 ))
I F ( L P T . E O . I )
THEN
U
l l L == '1 O
VC
S lU
R ''
ELSE
I F C L P T .E Q .(N 9 * N 0 + 1 ) )
THEN
V S U L = 1L '
ELSE
IF C L P T .E I . I I
.O R .
L P T . E R . 21
.O R .
L P T . E R .31)
TYPE
823
TYPE
929
ACCEPT
4 8 ,
VSUL
I F C V S U L . N E . 'L '
. AND.
V S U L . N E . ' R ' )
GO T O 2 3 7
ELSE
V S U L = 'N '
END
IF
I F C V S U L . E R . ' L ' )
THEN
N S I) L = I N T C C L P T - I ) / R N ? )
ELSE
N S U L = I N T C CL P T - 1 ) / R N ? ) + 1
END
IF
I F ( L P T . LE . ILP
.AND .
V S P . E O . 'N ' )
THEN
IL R = L P T
ELSE
I F C L P T . E Q .ILP
.AND .
V S P . E Q . 'L ' )
THEN
IL R = L P T
ELSE
I LR = L P T + 1
END
IF
TYPE
785
TYPE
722
CALL
U L 0 A D (L P T ,N ? ,X 3 ,D X )
THEN
p o s i t
ion
a
77
3081
30 8 2
E
30 8 6
3 0 8 7
30 8 8
3 0 8 9
30 9 0
3091
937
938
SSSI
939
309 4
940
m;
3
3
3
3
3
3
0 9 8
0 9 9
1 0 0
101
1 0 2
1 0 3
31 0 6
3 1 0 7
sis;
HS
31 1 0
3111
%%
IW
311 8
31 1 9
945
946
312 2
312 3
3
3
3
3
3
3
1
1
1
1
1
1
2 6
2 7
2 8
2 9
3 0
31
947
948
949
SlSS
313 6
31 3 7
313 8
31 3 9
3 1 4 0
3141
31 4 2
31 4 3
3144
3145
314 6
31 4 7
,
LPT
= 2 , NO
9 8 ,
I , S U F P M ( L P T , I - I )
8 ,
ZZ
. ' C ' )
GO
TO
T 6 , ' e a r l i e r
„ „ „
938
f o r
V o ,
th e
951
E
SlSS
S1S9
m ust
now
c o m p u te
F0RMA
t
'( T 2 2 I ° V
x
, =P^ , F 7 . 2 , '
k i p s
at
I O t h - P o i n t
N o .
' , 1 2 / )
TYPE
825
ACCEPT
4 8 ,
ZZ
„
„
I F ( Z Z . N E . ' C')
GO T O 9 4 8
TYPE
785
CALL
PLPTC > 3 , Y 0 R D , Y M A X , Y 3 >
TYPE
865
TYPE
866
TYPE
868
I F C L P T . L T . 1
GO T O
936
TYPE
785
TYPE
873
I F C Z z
I F CZZ
TYPE
TYPE
CALL
TYPE
TYPE
315 0
s t u d e n t
TYPE
940
FORMAT ( T 6 , ' e n t e r
t h e
v a l u e
f o r
V o . ' / )
IF C N S U L .N E .N S )
GO T O 2 3 8
L U L = L P T -C N S U L - I ) * N 9 - I
I FC VSP .E Q . 'R '
. AND.
L P T . E S .I L P )
THEN
S V O = I.
.
A
N
D
.
L
P
T
.
E
Q
.
I I P )
THEN
ELSE
I F C V S P .E Q .'L *
.
S V O = - I .
THEN
ELSE
I F ( L P T . L E . I L P )
S V 0 = - L U L /R N9
ELSE
I F C L P T .G T . IL P )
THEN
S V O = I--L U L /R N 9
END
IF
GO
TO
239
SVO=O-O
I F C S V O . L E .C .)
THEN
VM I N = C F 4 * S V O
VM AX=CF3*SV0
ELSE
V M I N=CF3*SV0
VMAX=CF4*SV0
END
IF
TYPE
942
.$>
FORMAT(T l I , '
Vo
ACCEPT
9 4 3 ,
SVI
GO T O 9 4 1
S V I .G T.VM AX )
IF C S V I .L T -V M IN
.
TYPE
785
YORD = S H E A R ( I L R , I L C )
TYPE
861
TYPE
911
I F C Z z I nE . ' Y ' . A N D .
Z Z . N E . ' N ' )
I F C Z Z . E O . ' N ' )
GO T O 9 5 1
TYPE
700
CA L L ULOAD CL P T , N 9 , X 3 , D X )
TYPE
618
TYPE
735
TYPE
870
SIS#
S
r
.
GO
TO
L P T . G T . CN 9 * N 0 + 1 ) )
949
GO
TO
950
I n E. ' Y ' S a ND.
Z Z . N E . ' N ' )
GO T O 9 5 1
. EU . ' N ' )
GO T O
952
743
723
PL0T2 ( IL P ,N 0 ,N 9 , N S , Y M A X ,D X , S H E A R ( 1 , I L O )
785
875
I F C Z z I n e ! ' Y ^ Z .AND.
Z Z . N E . ' N ' )
GO T O 9 5 2
I F CZ Z . E Q . ' N ' )
GO T O
753
CALL
H C 9P D (E E ,N 0,9E A M ,S C )
I L T= 3
T Y P E = ' S h e a r
'
L O C A = l I O t h - P o i n t
No.
'
CALL
HCI L O( N 0 , N 9 , N S , I L T , I L P , T Y P E , L 0 C A , S H E A R ( 1 , I L O )
315 8
315 9
SIS?
S1S2
TYPE
617
TYPE
8 9 6
TYPE
897
DO 9 3 7
1
TYPE
8
CONTINUE
TYPE
825
ACCEPT
4
I F ( Z Z . N E
TYPE
785
TYPE
921
TYPE
939
F 0 R M A T (
31 6 2
953
426
316 5
31 6 6
954
SIS?
955
GO T O
TYPE
7
TYPE
9
FORMAT
TYPE
9
FORMAT
493
85
54
C'
REACTION
I . L .
O R D IN A TE S ')
55
C'
--------------------------------------------------------------------/ >
a n d ')
78
3169
956
31 7 0
957
im
317 5
3 1 7 *
SlSg
31 SI
31 8 2
31 8 3
958
SlSS
31 8 6
3 1 8 7
3
3
3
3
3
3
3
1 8 9
19 0
191
19 2
1 9 3
19 4
19 5
3 197
319 8
3 1 9 9
SI89
461
480
499
959
960
3202
III
320 6
32 0 7
SSBS
321 0
3211
32 1 3
32 1 4
321 5
sn;
963
964
S%9
9 ” 4
321 8
321 9
322 2
s%z
3
3
3
3
3
3
2
2
2
2
2
2
25
26
2 7
2 8
2 9
3 0
968
966
s%;
323 3
3234
967
P
323 8
3 2 3 9
968
S%9
969
32 4 2
32 4 3
s%s
3
3
3
3
2
2
2
2
4
4
4
4
6
7
8
9
I
325 4
SIS:
970
TYPE
/8 9
ACCEPT
7 9 0 ,
I SN
I F ( I S N . LT . I
. OR.
I S N .G T .(N O + 1 )>
GO T O
95 6
TYPE
785
TYPE
792
TYPE
793
ACCEPT
4 8 ,
ZZ
I F ( Z Z . N E . ' Y'
.AND.
Z Z . N E . ' N ' )
GO T O
957
I F (Z Z .E Q . ' h ' )
GO T O
953
CALL
E8UA4CISN)
CALL
GRAPHI
CALL
G R A P H 4(N 0 ,N 9,B E A M ,S C ,D X )
YMAX=O.
DO 4 6 1
I= 1 ,N 9 * N 0 + 1
Y V A L U E = A B S C R E A C T d ,!SN) )
IF (Y V A L U E .G T .Y M A X )
THEN
YMAX=YVALUE
END
IF
C O N T I NUE
TYPE
I 55
TYPE
480
FORMAT C '
! JUM
2 5 ,1 7 ')
TYPE
4 9 9 ,
ISN
at
S u o p o r t
No.
'# 1 1 )
FORMAT( '
R e a c t i o n
I . L .
CALL
YM AX2 (YMAX)
TYPE
I 51
TYPE
785
TYPE
959
t e r n ( s )
a re
in d e p e n d e n t
o f
FO R M A T(T6, 'T h e
" I "
♦on
and
n e e c
b e ')
TYPE
960
F 0 R M A T C T 6 ,'in p u t
o n l y
o n c e .
/ )
I F C I S N . E a . l ) THEN
L I =1
L2 = I
ELSE
I F ( I S N . E Q . 5 )
THEN
L I =4
L 2 = 4
ELSE
L I = I S N - I
*
L 2 = I SN
END
IF
PO
9 6 3
I = L I , L2
TYPE
9 6 2 ,
I
FO R M A TC TIO ,'
L e n g th
o f
Span
No.
ACCEPT
8 8 9 ,
SPL
IF CS P L . N E . B E A M C I , 1 ) )
GO T O 9 6 1
CONTINUE
TYPE
785
TYPE
894
ACCEPT
3 4 9 ,
LPT
GO T O
I F C L P T . L T . I
.OR.
L P T .G T . ( N 9 * N 0 + D )
TYPE
785
TYPE
722
CALL
ULO A D( L P T , J 9 , X 3 , D X )
TYPE
617
TYPE
3 9 6 ,
LPT
TYPE
897
DO 9 6 5
1 = 2 , NO
TYPE
8 9 8 ,
!,S U P P M C L P T ,I - I )
CONTINUE
TYPE
825
ACCEPT
4 8 ,
ZZ
I F CZ Z . N E . ' C ' )
GO T O 9 6 6
TYPE
785
TYPE
967
e a r l i e r
d e f i n i t i o n s
FORMAT ( T 6 , ' Re ca I l i n g
♦
in
t h e
r e a c t i o n ' )
TYPE
968
F 0 R M A T C T 6 , 'e q u a t io n ,
t h e
s t u d e n t
m ust
now
♦ s h e a r "
t e r e s . ' )
TYPE
969
FORMA T C T 6 , ' R e c a l l
t h a t
e i t h e r
o r
b o t h
of
♦ o e n d i n u
on
w h i c h ' )
TYPE
970
FORM AT CT 6 , ' s p a n
th e
u n i t
lo a d
o c c u p i e s ' / )
IL = CIS N - 2 ) *N9 + 1
IM N = IL + N 9
I U = I MN+Nd
I F C L P T . L T . I L
.OR.
L P T . 5 T . I U )
THEN
AB =O .
BB = O .
ELSE
I F C L P T . L E . IMN)
THEN
AB = O.
BB=C L P T - I D /RN9
ELSE
I FC LP T .G E .IM N )
THEN
AB = CI U - L P T ) / R N 9
63 = 0 .
( f t )
th e
u n i t
lo a d
p o s i t i
:
964
f o r
e n t e r
the
a nd
t h e
,
v a l u e s
t e r m s
may
f o r
be
th e s e
z e r o ,
de
79
END
3 2 5 7
325 8
lip
972
I F
I F U S N . E Q . I)
THEN
VN I N = C E 3 * A B
V M A X =C f4 *A 3
TYPE
854
326 2
E
E
32 6 6
3 2 6 7
L ^ f ^ i n ? h ? 2 ' ! o R
I F ( A S . E S . I . )
THEN
AC = I .
ELSE
AC=A9+EB
END
3 2 7 0
3271
SIZ
.
a
I
s n
I
,
, ,
e o
^
x
I
o r
.0
i s n
!
e q
.4 )
t h e n
IF
VM IN=CF3*AC
VMAX=CF4*AC
TYPE
974
FORMAT ( T H , '
H + A
ACCEPT
9 4 3 ,
AA
I F C A A . L T . VMIN
.OR.
' /I)
=
A A .G T.V M A X )
GO
TO
973
AA .G T.VM AX)
GO
TO
975
ELSE
327 8
32 7 9
V M IN=C F3*BB
VMAX=CF4*BB
TYPE
357
ACCEPT
9 4 3 ,
SIS?
I F C A A . L T . VMI N
END I F
328 2
SIIZ
976
SIIS
977
978
32 8 5
328 6
3 2 8 7
32 9 0
#
32 9 4
SI22
979
329 7
32 9 8
3 2 9 9
SS8?
TYPE
785
TYPE
TYPE
861
911
F 0 R M 4 T C T 2 6 ! F 4 ? 2 ! ° \ i p s
at
TYPE
825
ACCEPT
4 8 ,
ZZ
IF CZZ.N E . ' O
GO T O 9 7 8
330 6
I F C L P T .L T . I
E
981
GO
TO
934
TYPE
785
TYPE
873
982
E
333 3
3334
sss:
SSSI
sszs
3341
SSSS
334 4
979
618
785
370
.OR.
L P T . G T . CN 9 * N 0 + 1 ) )
TYPE
TYPE
GO
TO
980
785
875
I
I FC Z Z
N E ? ' YZ Z . A N D .
Z Z . N E . 'N 'T
I F C Z Z . E 9 . ' N ' T
GO T O 9 8 3
CALL
HCBPDCEE,NO,BEAM,SCT
SSI?
SSIS
SSIS
IH S
TO
, 12/ )
I FCZZ
N E Y ' Z .AND.
Z Z . N E . 1N ' )
GO T O
931
I F C Z Z .E 9 . ' N ')
GO T O 9 8 2
TYPE
743
TYRE
723
CALL
P L O T I CN O , N 9 , Y M A X , D X , R E A C T C 1 , I S N T T
331 8
331 9
332 6
33 2 7
GO
No.
I
3310
331 I
SSiS
SSiS
SSiS
I O t h - P o i n t
CALL
PLPT C X 3 ,Y O R D ,Y M A X ,Y 3 )
TYPE
865
TYPE
866
"TY P E
868
ACCEPT
4 8 ,
ZZ
I F CZ Z . N E . ' Y '
. AND.
ZZ.NE. • N ' )
I F C Z Z . E Q . 1N ')
GO T O 9 8 1
TYPE
700
CALL
UL3AD C L P T ,N 9 ,X 3 ,D X )
TYPE
TYPE
TYPE
SS8S
. OR,
YORD=REACTCLPT, ! SN)
930
330 2
330 3
AA
I L T= 4
NS = O .
TYPE=' Reaction
GO
TO
982
_
C A L L * HC I L OCN 0 ? N 9 , NS ^ I L T . - I S N , TY P E , L O C A , RE ACT CI , I S N - I T T
983
427
GO T O
TYPE
7
TYPE
6
FORMAT
TYPE
6
653
654
FORMAT C'
TYPE
TYPE
493
85
52
DEFLECT ION I . L .
ORDI NATES' T
C'
53
------------------------------------------------------------------• / T
883
381
I L P . E 0 . 3 1
240
241
* E O . 4 I T THEN
TYPE
240
DATA
ERROR —
F 0 R M A T C / T 6 , ' - ->
TYPE
825
ACCEPT
4 8 ,
ZZ
I FC Z Z . N E . ' C ' T G O T O 2 4 1
TYPE
735
I O t h - P o i n t
m ust
be
in
a
span
.OR.
<-
I L P.
' T
80
3345
332?
33 4 8
33 4 9
655
I
656
3361
33 6 2
SSSS
3365
3366
336 7
539
551
SSSS
33 7 0
Ii
ss%
SSff
*
337 8
33 7 9
SSS9
3
3
3
3
3
3
3
3
3
3
3
3
8
8
8
8
8
8
2
3
4
5
6
7
SSIS
33 9 0
3391
3392
3 3 9 3
3394
33 9 5
658
659
660
661
662
664
665
667
339 7
339 8
3 3 9 9
34 0 0
3401
34 0 2
34 0 3
340 4
34 0 5
34 0 6
3 4 0 7
340 8
3 4 0 9
34 1 0
668
669
670
Ii
34 1 4
341 5
SSlf
34 1 8
341 9
S2f9
GO T O
654
END I F
NS = I N T ( ( I L P - I ) / R N 9 ) >1
TYPE
785
TYPE
792
TYPE
793
ACCEd T 4 8 ,
ZZ
GO T O 6 5 5
I F ( Z Z . N E . ' Y ' ' .. A„ N, D
u .
iZ lZ . N
, cE . ' N M
I F ( Z Z . E S . ' N ' )
GO T O 6 5 6
CALL
EQUAS(NS)
CALL
GRAPHI
CALL
G R A P H 4 (N 0 ,N 9 ,8 E A M ,S C ,D X )
YMAX=O.
DO
539
I= 1 ,N 9 * N 0 + 1
YV A LU E = AES (D ELT A ( I , I L P ) )
IF (Y V A L U E .G T .Y M A X )
THEN
YMAX=YVALUE
END
IF
CONTINUE
TYPE
155
TYPE
610
TYPE
5 5 1 ,
ILP
FORMAT ( 1 D e f l e c t i o n
I . L.
at
I O t h - P o i n t
No.
TYPE
634
TYPE
7 9 3 ,
YMAX
TYPE
595
TYPE
516
TYPE
695
TYPE
7 9 8 ,
-YMAX
TYPE
I 51
TYPE
TYPE
" I " ,
" E " ,
a n d
" I ”
FORMAT ( T 6 , ' T h e
t e r ms
unit
l o a d p o s ii -- ' )
F ORM A T ( T 6 , ' t i o n
and
need
TYPE
3 8 3 ,
NS
ACCEPT
4 6 3 ,
DISI
D IS 2 = ( I L P - ( ( N S - 1 ) * N 9
I F C D I S 1 . N E . D I S 2 )
GO
TYPE
3 9 1 ,
NS
ACCEPT
8 8 9 ,
SPL
I F ( S P L .N E .E E A M C N S ,I)
TYPE
6 6 2 ,
NS
FORMAT ( H O , '
Moment
ACCEPT
7 9 4 ,
SPI
I F ( S P I . N E .EEAM C NS,2 )
be
input
only
a r e
in d e p e n d e n t
o f
once.'/)
+1 ) ) *BE AM (N S,1 )/R N 9
TO 6 5 9
)
o f
)
GO
TO
660
I n e r t i a
GO
TO
i n
Span
No.
.
. .
' , I l , ' ,
I
( f t . - 4 ) :
661
FORMAT(T l O ,'
M o d u lu s
o f
E l a s t i c i t y ,
E
ACCEPT
6 6 3 ,
EES
I F ( E E S . N E . EE)
GO T O 6 6 4
TYPE
735
TYPE
894
ACCEPT
8 4 9 ,
LPT
I F C L P T . L T . I
. OR.
L P T . GT. ( N 9 * N 0 + 1 ))
GO
TYPE
785
TYPE
722
CALL
ULOAD ( L P T , N 9 , X 3 , D X )
TYPE
617
TYPE
3 9 6 ,
LPT
TYPE
897
DO 6 6 9
1 = 2 , NO
TYPE
8 9 8 ,
I ,S U P P M ( L P T , I - I )
C O N T I NUE
TYPE
825
ACCEPT
4 8 ,
ZZ
GO T O 6 7 0
I F C Z Z . N E . ' C ')
TYPE
785
N S U L = IN T ( ( L P T - 1 ) / R N 9 ) + 1
I F ( N S U L .N E .N S )
GO T O 6 7 7
L U L = ( N S -I ) *N9 + 1
A N = ( L P T - L U L ) * B E A M C N S U L ,I)/R N 9
B N = B E A M tN S U L ,D -A N
X N = D I S2
SPL = B E A M ( N S , I )
S P I = BEA M( N S , 2 W C F 2
( k s i ) :
TO
' , * )
667
3422
1 F D 0 = A N * ( D - X N / S P L ) * ( B N * * 2 . + 2 . * A N * B N - ( S P L - X N ) * * 2 . ) / ( 6 . * E * S P I )
SSfZ
E L D 0 = B N * ( X N / S P L ) * ( A N * * 2 . + 2 . * A N * B N - X N * * 2 . ) / ( 6 . * E * S P I )
342 5
34 2 6
3 4 2 7
SSfS
SSSf
34 3 0
th e
END
IF
GO T O
678
Iff
671
T 0 P E ' 671
FORMAT ( T 6 , ' R e c a l I
t h a t
* ee
d e f l e c t i o n
e q u a - ' ')
FORMATCT 6 , ' t i o n
is
a
t h e
d e f l e c t i o n
f u n c t i o n
of
u n i t
te rm
on
t h e
r i g h t
lo a d
p o s i t i o n
and
s id e
t he
of
t h
p o i n t
81
* f o r
34 3 3
E
w h ic h
th e
* t
No.
' , 1 2 , '
3 4 3 7
674
343 9
34 4 0
3441
3 4 4 2
34 4 3
3 4 4 4
344 5
34 4 6
34 4 7
344 8
3 4 4 9
676
679
680
F 0 R M A T I T 6 ,
34 5 3
34 5 4
TYPE
TYPE
TYPE
7
7
7
7
7
3
4
5
6
7
' s i m p l e - s o a n
f o r
68 3
d e f l e c t i o n
a t
' , F l 3 . 7 , '
I O t h - P o i n t
f e e t
at
684
I OR.
GO
TO
L P T .G T .< N 9 * N 0 + 1 ))
GO
TO
I F t Z
I F C Z
CALL
IL T =
T Y P E
Z I n e I ' Y ' Z . AND.
Z Z . N E . ' N ' )
Z . E Q . ' N ' )
GO T O
685
H C B P D t E E , N O , B E A M , SC)
S
= ' Def l e c t i o n
CALL
GO
685
H C IL O IN
TO
o
I
n
GO
TO
No.
, 1 2 , '
I O t h - P o i n t
No.
i s :
' , 1 2 / 1
C APPLI CATI ON
SEGMENT
FROM
MAI N
MENU
122%
503
-------------------------------------------------------------------------------------------
3 4 9 6
3 4 9 7
504
500
FORMATt T 6 , ' T
*t he designer
*
506
T h i s
507
o f ^ o a d s
508
fin
509
3 5 1 7
3%
an
OF
INFLUENCE
benefit
at
develop
p r o g r a m
w i l l
a lo n g
I N F L A G I =1
INFLAG2=1
TYPE
519
FO RM AT(T6, 'A P P LIC A TIO N
TYPE
520
TYPE
510
from
using
d e f i n i n g
influence
" w o r s t
l o a d ”
lines
is
s i t u a t i o n s .
l e t
t h e
s t u d e n t
s e e
how
t h e
r e p o s i t i o n
t h e
moments,
beam .
shears,
T h u s
i t
is
reactions,
hop ed
t h e
and
deflec
s t u d e n t
wi
feel')
FORM A T I T 6 , ' f o r t h e b e h a v i o r
*u s l o a d i n g c a s e s . ' / )
520
f o r
, ,,
' '
or ' )
' p o i n t s
a
derived
a b i l i t y
'support S a ffe c ts
v a r i o u s ')
F0RMATt*T6,
* I I
L I N E S ')
o f ' )
FORMAT t T 8 ,
*tions
3 5 0 8
35 0 9
3 5 1 0
p o r t i o n
F 0 R M A T I T 6 , 't h e
* i n g
35 0 5
true
d e - ')
h e
F0RMAT*tT6, 'v e l o o s
505
350 2
682
) , N S ^ I L T , I L P , T Y P E , L 0 C A , D E L T A t 1 , I L P ) )
APPLICATIO N
P
I O t h - P o i i
493
TYPE
503
FORMATt '
E
at
68 4
502
3289
lo a d
68 I
TYPE
326
TYPE
785
TYPE
502
FORMAT( '
3282
u n i t
I Ft Z Z I n e I ' Y ' Z .AND.
Z Z . N E . ' N ' )
GO T O 6 8 3
. I F t Z Z . E Q . ' N ' )
GO T O
684
TYPE
748
TYPE
723
CALL
PLOT I f N 3 , N 9 , Y M A X , D X , D E L T A ( 1 , I L P ) )
TYPE
785
TYPE
375
1252
I
a
365
866
868
I F t L P T . LT?1
GO T O
668
TYPE
785
TYPE
873
34 8 0
3481
348 2
348 5
3 486
34 8 7
34 8 8
34 8 9
34 9 0
3491
349 2
34 9 3
T h u s ,
I F t z z l NE. ' Y '
.AND.
Z Z . NE. ' N ')
I F t Z Z . E I . 'N " )
G ) TO
683
TYPE
700
CALL
ULOAD t L P T , N 9 , X 3 , D X )
TYPE
618
TYPE
785
TYPE
870
682
%%
4
4
4
4
4
d e v e lo p e d .
t h e M
* 1 3 . 7 , '
f e e t . ' / )
TYPE
325
ACCEPT
4 8 ,
ZZ
„
, , ,
I F ( Z Z . NE. ' C ' )
GO T O 6 7 6
TYPE
785
YORD = D E L T A d P T , I L P )
TYPE
861
TYPE
911
TYPE
6 7 9 ,
Y0RD,LPT
.
FORMAT( T2 0 , ' D e f l e c t i o
TYPE
825
681
3 4 5 7
3 4 5 8
3 4 5 9
3 4 6 0
3461
3 4 6 2
34 6 3
346 4
346 5
34 6 6
34 6 7
34 6 8
3 4 6 9
34 7 0
b e i n g
I F t z z l N E ? ' C ' )
GO T O 6 8 0
TYPE
735
CALL
PLPTt X 3 ,Y 0 R D ,Y M A X ,Y 3 )
«15
3
3
3
3
3
I . L . ' )
F O R M A T ( T6 , ‘ i s
of
MENU')
,
continuous
be ams
subjected
to
vario
82
FORMAT( T l I , ' ( A )
Beam
51 2
FORMAT( T l I , ' (B)
TYPE
512
F O R M A T f T l le 1 (C)
B e am
513
F 0 RM A T ( T I I e ' ( D )
A p p l i c a t i o n
FORMAT ( T l I e 1 (E )
R e t u r n
51 'I
51 I
352 4
35 2 5
M
s;s
TYPE
354 0
3541
354 2
354 3
3544
354 5
35 4 8
3 5 4 9
35 5 3
357 0
T ^ A ' ^ - O R .
/ / )
END
IF
TYPE
325
ACCEPT
4 8 ,
ZZ
I F ( Z Z . N E . ' C ' )
TYPE
785
GO
TO 5 1 8
END
IF
TYPE
326
TYPE
785
GO T O
33
380
"
C
BEAM
C
530
DATA
TYPE
I
ss%
533
INPUT
TYPE
S
LL
t o
i n f l u e n c e
l i n e s ' )
M e n u ' / / )
A M . G T . 'E ')
TO
515
T - = ,
620
INPUT
LOGIC
GO
380
TO
GO
ERROR—
APPLICATIO N
PLEASE
SPECIFY
BEAM
LOAD
DATA
SEGMENT
PHYSICAL
DATA
I N P U T ')
, , ,
F 0 RM
*
534
2 ,
F
A
ORM A
* o d e I
535
f
5
« s
SSS
T ( T 6 , ' The
3 ,
r
o r
t o
be
s t u d e n t
is
now
a s k e d
o r
her
c h o i c e .
o f
M A T (T 6 , ' f o r
h i s
v i e w i n g
F 0 R M A T (T 6 , 'P r e s s
p h y s i c a l
d a t a
f o r
T h is
beam
w i l l
s e r v e
as
v a r i o u s
i n f l u e n c e
l i n e s
and
a p p l y i n g
I
'o r
" C "
" R "
to
NE? ' C ' Z . A N D.
t o
c o n t i n u e
r e t u r n
to
Z Z . N E . 1R ')
DO
1 35
I = D N O
E L S = S C d , 2)
SPL=BE AM( I , I)
SPD = B E A M d , 3)
DO
I 35
J =0,N 9
K = N 9 * ( I - I )+J+1
,
„
D E L X (K )= E L S + J *S P D /R N 9
i n
F L A G I-2
SSBS
CALL
a
a
m
v a r i o u
w i t h
beam
A p p l i c a t i o n
GO
TO
p h y s i c a l
M enu:
d a t a
i n p u t ' )
' , I )
536
TYPE
785
I F ( ZZ . EQ. ' R ' )
GO T O
518
CALL
BEAMI N P ( E , E E , NO ,B E A M ,S C ,C F D
3 5 9 9
3 6 0 0
3601
35
s p e c i f y
u s e d ')
COMPUTE
ELEVATIONS
AT
1 0 T H - P O I NT S
LINES
BETWEEN
SUPPORTS
3 5 9 7
to
s p a n ')
l o a d s . ' / )
SSSS
SS29
#
501
4
T ( T 6 , ' beam
I F ( I Z
360 8
FOR
BEAM
FORMAT ( T 9 ,
SSBS
DL
532
SSSf
36 0 4
36 0 5
o f
M a in
532
3575
359 5
t o
l i n e s ' )
i n p u t ' )
785
FORMAT ( '
531
35 7 8
357 9
3 5 8 0
3581
358 2
35 8 3
358 4
358 5
l
FORMAT( ? - - >
li
SSSS
I
m
379
35 6 0
3561
356 2
input 1)
i n f l u e n c e
d a t a
T F ( A M . E Q . ' B ' )
GO T O 5 4 0
I F ( A M . EQ. ' C' )
GO T O
560
I F ( A M . EQ. ' D ' )
THEN
I F ( I N F L A G 2 . E Q . 2)
G O T O
TYPE
529
I F ( I N F L A G 1 . E Q . 1 )
THEN
TYPE
720
END
IF
I F ( IN F L A G 2 .E Q .1 )
THEN
3%$
35 6 6
356 7
o f
lo a d
! ! ! M r l i O i O . S t ' S . !
. • = • >
I F ( I N F L A G I . E Q .I )
THEN
TYPE
529
TYPE
720
TYPE
825
ACCEPT
4 8 ,
ZZ
I F(ZZ.F E . ' C ' )
GO T O 6 1 2
TYPE
785
GO T O
518
END
IF
1115
sss$
sss;
D i s p l a y
data
46
I K A
!II?
SSSS
physical
LINORD(DNoI
ASSUMING
STRAIGHT
n 9 ? R N 9 ? A , B , D , D 1 , B E A M , SU PP M, SPANM, SHEAR, REACT,
•D E L T A ,A B C ,C F 2 ,0 E L S M )
83
CHLL AREAS( N O , N 9 , RN 9 , E , CF 2 , SUPPMfSPANMfS HEAR, REACT, DELTA, BEAM,
* A R E A M , AREAVf AREAD, AREARf VOR D , D EL S M , D E L M , DELV , DE L D)
36 0 9
Mi;
361 3
3614
TYPE
785
GO T O
518
C
DISPLAY
F O R M A T ( T 6 , 'I n f l u e n c e
» ie d
54 4
521
36 2 7
36 2 8
36 2 9
545
546
548
36 3 7
549
36 4 0
3641
3211
550
554
366 8
36 6 9
3 6 7 0
3671
36 7 2
367 3
523
FORMAT ( T 6 , ' a r e
now
4
5
6
7
8
9
Ml;
Ml!
L I N E S ' )
l i n e s
have
GO
a v a i l a b l e
TO
, ' INFLUENCE
,
f o r
g e n e r a t e d
f o r
t h e
beam
s p e c i f
v i e w i n g
by
t h e
s t u d e n t . ' / )
521
L IN E
M E N U ')
---------------------------------------------------------
I f ' ( A)
S u p p o r t
I , ' ( 3 )
Span
I , ' ( C )
S h e a r
/>
Moment
Moment
I . L.
I . L .
I . L .
D I . G T . ' F ' )
TO 5 2 3 TO
524
TO
525
TO
526
TO
527
SUPPORT MOMENT
CALL
388
339
GO
I NFLUENCE
TO
(D)
R e a c t i o n
(E)
D e f l e c t i o n
I . L .
(F)
R e t u r n
t o
*)
I . L . ' )
A p p l i c a t i o n
554
L I NES
YMAXI ( NCf NRf YMAXf SUPPM)
TYPE
CALL
TYPE
TYPE
TYPE
390
! VEC
1 3 2 , 1 4 ' )
! STK
/SUPPORT
985
MOMENT
TYPE
743
CALL
PLOTI
TYPE
TYPE
785
875
I F ( Z z I n e !
I F ( Z Z . E U .
CALL
HCBP
IL T = I
NS = O
TYPE = ' S u p
.1 O R .
IS N .G T .N O )
GO
' y ' Z .AND.
Z Z . N E . ' N ')
' K ' )
GO T O
686
D(E E fN O fB E A M ,S C )
p c r t
(R B ,
6 86
TYPE
785
687
FORMATd 6 f ' Pre s s
688
F O R M A T d S ,
ACCEPT
4 8 ,
'
GO
to
ZZ
" 0 "
t o
i i s p l a y
I n f l u e n c e
L i n e
.
, x
524
GO
528
MOMENT
NC = N ? * N ' A + 1
TO
985
INFLUENCE
a n o t h e r
M enu.
3 6 9 3
SPAN
390
N i , N S , I L T , I S N , TY P E f L O C A f S U P P M t I f I S N - I ) )
iS fH i^ S 'V S r io ^ iT - " 1
TO
TO
Moment
H C IL O
DISPLAY
L I N E ( S ) / ' )
(N 0 ,N 9 ,Y M A X fD X ,S U P P M d fIS N -I ) )
CA L L
GO
INFLUENCE
I 55
Y M A X 2 (YMAX)
I 51
785
789
I F ( I S N . L T ? 2
C
/>
bee n
GR A P H 4 ( NO, N 9 , BEAMf SCf DX)
TYPE
388
r O
nB
F
RM
MA
AT
T (( ' '
TYPF
7 RO
FO RM ATC
36 7 9
36 8 0
3681
8
8
8
8
8
8
INFLUENCE
SEGMENT
NC=NO-I
N R= 4 I
3 6 7 6
3 6 7 7
6
6
6
6
6
6
A P P LIC A TIO N
a n d ')
TYPE
825
ACCEPT
4 3 ,
OIL
I F t D I L . N E . ' C )
C DI SPLAY
32%
32:1
(A)
IF (D I. E3.' A ')
I F ( DI . E Q . ' B ' )
3225
3225
OF
I F l D l i L T ! ' A ' 1 .OR.
GO
GO
GO
I F (D I .E U . ' C )
GO
' I F ( D I . EU. ' D ')
GO
I F ( DI . EU. ' E' )
TYPE
326
TYPE
785
GO T O
518
3 6 4 4
36 4 5
3 6 4 8
3 6 4 9
3 6 5 0
3651
365 2
36 5 3
36 5 4
365 5
36 5 6
3 6 5 7
36 5 8
36 5 9
366 0
3661
36 6 2
36 6 3
36 6 4
36 6 5
DISPLAY
IN
-------------------------------------------------------------------------------
p a r t
FO RM AT(T6
TYPE
547
FORMAT ( T 6
TYPE
543
FORMAT ( T l
TYPE
549
FORMAT ( T l
TYPE
550
FORMAT( T l
* M e n u ' / )
TYPE
46
547
%%
3
3
3
3
3
3
i n
CALL
363 2
LIN E S
543
541
3621
ISSI
INFLUENCE
542
361 7
Mis
Msi
OF
TYPE
785
TYPE
541
FORMAT( '
TYPE
542
FORMAT <'
540
LIN E S
TO
6 8 6
I . L .
o r
"R "
t o
r e t u r n ' )
84
r
36V
36
36
3 7
37
37
37
37
37
37
37
37
37
9 8
9 9
0 0
01
0 2
0 3
0 4
05
0 6
0 7
0 8
0 9
E
371 3
371 4
371
371
37 1
37 2
372
3725
37 2 8
3 7 2 9
3733
%%
7 3 6
7 3 7
73 8
7 3 9
7 4 0
741
74 2
3745
37 4 6
%%
37 4 9
37 5 0
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
392
689
986
7
8
9
0
1
#
3
3
3
3
3
3
3
391
75 4
75 5
7 5 6
7 5 7
7 5 8
7 5 9
7 6 0
761
76 2
7 6 3
764
76 5
7 6 6
7 6 7
7 6 8
76 9
770
%%
3773
%%
37 7 6
37 7 7
37 7 8
3781
BH
690
NR = M
CALL
Y M A X I( N C , NR,YMAX,SPANM)
TYPE
388
TYPE
391
FORMAT( '
! STR
/
SPAN
MOMENT
INFLUENCE
L I N E ( S ) / ' )
TYPE
I 55
CALL
Y M A X 2 (YMAX)
TYPE
I 51
TYPE
785
TYPE
689
F O R M A T (T 5 ,'
S p e c i f y
1 0 t h - p o i n t
fro m
a b o v e :
1, $ )
ACCEPT
3 4 9 ,
lL P
I F ( I L P . L T . 2 . OR.
I L P . G T . ( N 9 * N 0 ) > GO T O
392
TYPE
748
TYPE
723
CALL
P L 0 T 1 (N 0 ,N 9 ,Y M A X ,D X ,S P A N M (1 ,IL P > >
TYPE
785
TYPE
875
ACCEPT
4 8i ,
ZZ
.AND.
Z Z . N E . ' N ' )
GO T O
986
I F ( Z Z . N E . ' Y '
I F ( Z Z . E9. ' N')
GO T O 6 9 0
CALL
HC 8PD (E E,N0,BE AM ,S C>
I L T = 2
T Y P E = l Span
Moment
'
LOCA= ' IO t h - P o i n t
No.
'
CALL
H C I L O ( N O ,N 9 , N S , IL T ,I L P ,T Y P E , L O C A , S P A N M ( 1 , IL P ) >
TYPE
785
TYPE
687
TYPE
683
ACCEPT
4 8 ,
ZZ
I F ( Z Z . NE . ' D'
.AND.
Z Z . N E . ' R ' )
GO T O 6 9 0
I F ( Z Z . EQ. ' D ' )
GO T O
392
GO
TO
528
C DISPLAY
SHEAR
INFLUENCE
LIN E S
C
525
N C = N 0 * (N 9 + 1 )
N R= 4 2
CALL
YMAXI (N C ,N R ,Y M A X ,SHEAR)
TYPE
388
•TYPE
393
393
FORMAT('
! STR /
SHEAR
INFLUENCE
L I NE ( S ) /
TYPE
I 55
CALL
YM AX2 (YMAX)
TYPE
I 51
394
TYPE
785
TYPE
689
ACCEPT
3 4 9 ,
ILP
I F ( I L P . L T . I
.OR.
I L P . G T . ( N 9 * N 0 + 1 ))
GO
TO 3 9 4
I F ( I L P . E Q . 1 )
THEN
V S P = 1R'
ELSE
I F ( I L P . E Q . ( N 9 * N 0 + 1 ) )
THEN
V S P = 1L '
ELSE
I F d L F . E a . 1 1
.O R .
I L P . E S . 21
. OR.
I L P . E Q
TYPE
823
691
TYPE
929
ACCEPT
4 8 ,
VSP
I F ( V S P . N E . ' L'
.AND .
V S P . N E . ' R ' )
GO T O
691
ELSE
V S P = 1N'
END
IF
I F ( V S P . ER . ' L ' )
THEN
NS = I N T ( ( I L P - I ) / R N 9 )
ELSE
NS = I N T ( ( I L P - I ) / R N 9 ) >1
END
IF
IL C = IL P + N S -1
TYPE
748
TYPE
723
CALL
PLOT2 ( I L P , N 0 , N 9 , N S ,Y M A X ,DX rS HE AR( I , I L O
987
TYPE
785
TYPE
875
ACCEPT
4 8 ,
ZZ
I F ( Z Z . N E . 'Y '
.AND.
Z Z . N E . ' N ' )
GO T O 9 8 7
I F ( Z Z . E Q . ’ N '>
GO T O 6 9 2
CALL
H C H P D ( E E , NO, 3 EAM, S C )
I L T= 3
TYPE = ' S h e a r
'
L O C A = ' IO t h - P o i n t
No.
'
CALL
H C IL O (N O ,N 9 , N S , I L T , I L P , T Y P E , LOCA ,S H E A R !
692
TYPE
785
TYPE
687
TYPE
688
ACCEPT
4 8 ,
2
)
GO T O 6 9 2
I F ( Z Z . N E . ’ C'
.AND.
Z Z . N E .'R
394
I F ( Z Z . E Q . ' D ' ) GO T O
GO T O
528
')
. 3 1 )
THEN
)
I , I L C ) )
85
3785
C
DISPLAY
526
379
37 9
37 9
379
37 9
3 7 9
2
3
4
5
6
7
395
396
37 9 9
38 0 0
3801
988
3
3
3
3
3
3
8
8
8
8
8
8
0
0
0
0
0
0
4
5
6
7
8
9
E
38 1 3
381 4
693
38 1 7
38 1 8
3821
REACTION
INFLUENCE
LINES
NC= N O+ I
NR* 4 I
CALL
Y NA X H N C z N R , Y M A X , R E A C T )
TYPE
388
TYPE
395
FORMAT( '
! STR
/
REACTION
INFLUENCE
L I N E ( S ) / ' )
TYPE
155
CALL
Y M A X 2 (YMAX)
TYPE
151
TYPE
785
TYPE
789
ACCEPT
7 9 0 ,
ISN
I F d S N .L T . I
. OR.
I SN. G T. (NO + 1 ) )
GO T O
396
TYPE
748
TYPE
723
CALL
P L 0 T 1 ( N 0 , N 9 ,Y M A X ,0 X ,R E A C T ( 1 , lS N > )
TYPE
785
TYPE
875
ACCEPT
4 8 ,
ZZ
I F ( Z Z . N E . ' Y'
.AND.
Z Z . N E . ' N ' )
GO T O 9 8 8
I F ( Z Z . E Q . ' N ' )
GO T O 6 9 3
CALL
HC3 P D ( E E , N O , B E A M , SC)
I L T= 4
NS»0
T Y P E = 'R e a c t io n
'
LO C A ='
S u p p o rt
No.
'
CALL
H C I L O ( N O , N 9 , N S , I L T , I S N , TY P E , L O C A z R E A C T ( I , I S N ) )
TYPE
785
TYPE
687
TYPE
688
ACCEPT
4 8 ,
ZZ
I F ( Z Z . N E . ' D'
.AND.
Z Z . N E . ' R ' )
GO T O 6 9 3
I F ( Z Z . E Q . ' D ')
GO T O
396
GO T O
528
C
C DISPLAY
DEFLECTION
INFLUENCE
LINES
C
527
«NC=N9*N0+1
NR=4 I
CALL
YMAXI ( N C , N R ,YMAXzDEL TA)
TYPE
388
TYPE
397
397
FORMAT ( '
• STR
/
DEFLECTION
INFLUENCE
L I N E ( S ) / ' )
TYPE
155
TYPE
634
TYPE
7 9 8 ,
YMAX
TYPE
595
TYPE
516
TYPE
695
TYPE
7 9 8 ,
-YMAX
TYPE
TYPE
TYPE
689
ACCEPT
8 4 9 ,
ILP
I F ( I L P . L T . I
.OR.
I L P . G T . (N9*N0 > 1 ))
GO T O 3 9 8
I F d L P . E Q . I
. OR.
IL P . E Q .1 1
.O R .
IL P .E Q .2 1
.OR.
I L P .E Q .3 1
* EQ.4 I )
GO
TO 3 9 8
TYPE
748
TYPE
723
CALL
PLOT I ( N O ,N 9 , YM A X zD X zD E L TA ( I , I L P ) )
989
TYPE
785
TYPE
875
ACCEPT
4 8 ,
ZZ
I F ( Z Z . N E . 'Y '
.AND.
Z Z . N E . ' N ' )
GO T O 9 8 9
I F ( Z Z . E Q . ' N ')
GO T O 6 9 4
CALL
HCflPO (EE,N0,BEAM ,SC>
IL T = S
T Y P E = l D e f l e c t io n
'
L O C A = ' IO t h - P o i n t
No.
'
CALL
H C I L O ( N O , N O , N S , I L T z 1I L P , T Y P E , L O C A , DE L T A U , I L P ) )
694
TYPE
785
TYPE
637
TYPE
688
ACCEPT
4 8 ,
ZZ
I F ( Z Z . N E . ' D'
.AND.
Z Z . N E . ' R ' )
GO T O 6 9 4
I F ( Z Z . E Q . ' D ')
GO T O
398
GO T O
528
i
f
f
!
382 5
I
Si
383 4
if
3
3
3
3
3
3
3
3
3
3
3
3
8 3 8
8 3 9
8 4 0
841
84 2
8 4 3
8 4 4
84 5
84 6
8 4 7
8 4 8
8 4 9
E
3 8 5 3
38 5 4
ns:
3 8 5 7
3 8 5 8
38 5 9
3 8 6 2
386 5
3 8 7 0
387 2
C LOAD
DATA
INPUT
FOR A P P L I C A T I O N
SEGMENT
C
560
TYPE
785
TYPE
561
561
FORMAT ( '
BEAM LOAD
DATA
IN P U T ')
TYPE
562
567
FORMAT ( '
------------------------------------------------------------ • / )
TYPE
563
.OR.
IL P .
86
5 H f i
3R74
38%
3
3
3
3
3
3
3 7 7
3 78
8 7 9
88 0
881
38 2
561
564
566
55 8
338 5
38 8 6
38 8 7
567
3 8 9 0
568
38%;
569
3
3
3
3
3
3
3
Pl
8
8
8
8
8
8
8
9
9
9
9
9
9
9
3
4
5
6
7
8
9
575
3%8?
3
3
3
3
3
9
9
9
9
9
0
0
0
0
0
2
3
4
5
6
3%g;
3 9 0
391
391
391
391
391
391
9
0
I
2
3
4
5
32%
584
585
586
588
391 8
39 1 9
589
3219
590
3
3
3
3
3
3
9
9
9
9
9
9
2
2
2
2
2
2
2
3
4
5
6
7
591
59?
593
594
3%;#
3 9 3 0
3931
3233
3
3
3
3
9
9
9
9
3
3
3
3
4
5
6
7
323#
3
3
3
3
3
3
3
3
3
3
9
9
9
9
9
9
9
9
9
9
4
4
4
4
4
4
4
4
4
4
0
1
2
3
4
5
6
7
8
9
3219
3
3
3
3
3
3
9
9
9
9
9
9
5
5
5
5
5
5
596
597
599
600
601
602
603
604
605
2
3
4
5
6
7
323#
3 9 6 0
C
C
FO RN AT( 1 6 » ' The
s t u d e n t
can
now
a p p ly
de a d
lo a d s
and
l i v e
lo a d
* t h e
beam
s p e c i - ' l
TYPE
564
F 0 RH A T ( T 6 e ' f i e d
in
p a r t
( A ) .
F o r
p u r p o s e s
of
v i s u a l i z i n g
th e
* c t s
o f
I o a d s
on
a ' )
TYPE
565
app M c a t i o n
o f
be am,
th e
F O R M A T CT 6 e ' c o n t i n u o u s
one
d e a d
lo a d e
* l i v e
l o a d /
and
a '>
TYPE
566
FORMAT ( T 6 / ' c o m b i n a t i o n
of
DL + L L
is suf f i c i e n t . / )
TYPE
825
ACCEPT
4 8 ,
ZZ
I F ( Z Z . N E . ' C ')
GO T O 5 5 3
TYPE
785
TYPE
567
F O R M A T < T 6 , ' DEAD LOAD
I N P U T ')
TYPE
568
F O R M A T ( T 6 , ' ---------------------------------------------' / >
TYPE
569
FORMAT( Tl I
Dead
lo a d s
w i l l
be
assum ed
as
b e in g
u n i f o r m l y
d i s
* t e d
a n d ')
TYPE
570
FOR i M A T ( T 1 1 / ’ c o n s t a n t
f o r
a l l
s p a n s . ' )
TYPE
529
TYPE
575
FORMAT ( Tl 0 / '
S p e c i f y
u n i f o r m
DL
( k / f t ) :
ACCEPT
9 4 3 ,
UDL
I F ( U D L .L T . ( - 9 . 9 9 )
.O R .
UD L . GT. ( 9 . 9 9 ) )
GO T O 5 7 4
DO 5 7 7
1 = 1 , NO
U N ID L ( I) = U D L
CONTINUE
TYPE
785
TYPE
584
F 0 R M A T (T 6 , 'L IV E
LOAD
I N P U T ')
TYPE
585
F O R M A T ( T 6 , ' ---------------------------------------------* / >
TYPE
586
beam
may
e x p e r i e n c e
s e v e r a l
FORMA T I T 1 1 , ' A l t h o u g h
a
c o n t i n u o u s
*s
o f
l i v e ' )
TYPE
587
to
i l l u s t r a t e
l i v e
lo a d
e f f
* F 0 RM A T ( T I I , ' I o a d s ,
i t
i s
p o s s i b l e
* o n
c o n t i n - ' )
TYPE
568
F 0 RM A T ( T l 1 , ' u o u s
beams
by
u s i n g
e i t h e r
u n i f o r m l y
d i s t r i b u t e d
a
o r
AASHTO')
TYPE
589
FORMAT ( T l I , ' t r u e k
l o a d s . ' / )
TYPE
590
FORMAT ( T l I , ' L i v e
lo a d
w i l l
b e:
(A)
z e r o ' )
TYPE
591
FORMAT ( T 3 0 / ' (B )
u n i f o r m l y
d i s t r i b u t e d ' )
TYPE
59?
FORMAT( T 3 0 , ' (C)
AASHTO
t r u c k
l o a d ' / / )
TYPE
594
FORMAT(T l 0 , '
PLEASE
SELECT
ONE
OF
THE
AOOVE:
' , I )
ACCEPT
4 8 ,
TLL
I F ( T L L . L T . 'A '
.OR.
T L L . G T . ' C')
GO TO
5 93
I F ( T L L . E 9 . ' A ' )
GO T O 6 1 1
I F ( T L L . E Q . ' R '>
GO TO
596
I F U L L . E Q . ' C )
GO T O 5 9 9
TYPE
529
TYPE
597
F O R M A T d I O , '
S p e c i f y
u n i f o r m
LL
( k / f t ) :
' , I )
ACCEPT
9 4 3 ,
ULL
I F ( U L L . L T . ( - 9 . 9 9 )
.O R .
U L L . G T . ( 9 . 9 9 ) )
GO T O 5 9 6
GO T O
6 1 1
TYPE
529
TYPE
600
FORMAT ( T l I , ' A v a i l a b l e
AASHTO
t r u c k
lo a d s
a r e :
(A)
HI 0 - 4 4 ' )
TYPE
601
FORMAT ( T 4 5 , ' ( 8 )
HI 5 - 4 4 ' )
TYPE
602
H 2 0 - 4 4 ')
FORMAT(T4 5 , ' (C)
TYPE
603
H S I 5 - 4 4 ' )
FORMAT(T4 5 , ' (D)
TYPE
604
H S 2 0 - 4 4 ' / / )
F O R M A T ( T 4 5 , '(E)
TYPE
594
ACCEPT
4 3 ,
ALL
.OR.
A L L . GT. ' E')
GO T O 6 0 5
I F ( A L L . L T . ' A '
DO T=' L — > R '
CALL
TRUCK ( A L L , N P , A A S H T O /A A S H T L )
TYPE
785
I NFLAG2=2
GO T O
518
A P P LIC A TIO N
s
to
e f f e
one
t r i b u
' , $)
OF
DL
S
LL
TO
INFLUENCE
LINE S
IN
APPLICA TIO N
SEGMENT
t y p e
e c t s
lo a d s
87
39
39
39
39
39
6
6
6
6
6
1
2
3
4
5
620
622
623
396 8
3 9 6 9
3 9 7 0
3971
39 7 2
3 9 7 3
397 4
397 5
9 7 7
97 8
9 7 9
9 8 0
981
9 8 2
98 3
98 4
98 5
9 8 6
9 8 7
98 8
9 8 9
399 2
399 3
3994
399 5
39 9 6
39 9 7
399 8
39 9 9
40 0 0
4001
40 0 2
40 0 3
40 0 4
4005
4 0 0 6
40 0 7
400 8
4 0 0 9
4 0 1 0
4011
401 2
40 1 3
4014
401 5
40 1 6
40 1 7
40 1 8
4 0 1 9
40 2 0
4021
627
628
629
199
630
631
632
633
635
636
637
638
639
640
641
Sg;;
402 4
4 025
642
581?
402 8
4 0 2 9
4 0 3 0
4031
4032
40 3 3
4034
4 035
4 036
40 3 7
40 3 8
4 0 3 9
4 0 4 0
4041
40 4 2
4 0 4 3
40 4 4
404 5
40 4 6
4 0 4 7
404 8
A P P LIC A TI0 N
0F
DL
*
LL
TO
INFLUENCE
L I N E S ')
FORMAT ( '
------------------------------------------------------------------------------------------------------------------------------TYPE
623
FORM AT(T6 , ' T h e
dea d
and
l i v e
lo a d s
s p e c i f i e d
e a r l i e r
* a n
now
be
a p p l i e d ' )
TYPE
624
*
625
785
621
T Y P E A622
624
626
3
3
3
3
3
3
3
3
3
3
3
3
3
TYPE
TYPE
621
FORMAT ( T 6 , ' t o
th e
beam
c o m p u te
s u p p o r t
)
TYPE
625
FORMAT(T6 , ' r e a c t
* t
i s
a I lo w e d
to
TYPE
626
F ORMAT( T 6 , ' p o s i t
*
on
t h e
moment s ,
TYPE
627
F 0 R M A f ( T 6 , | s h e a r
i o n s ,
r e - ' )
io n
)
t o
o r
t h e
( I )
( 3 )
l i v e
c r e a t e
c o m p u te
l o a d
and
s h e a r
beam
I
moment
in
what
(C)
e n v e l o p e s *
d e f l e c t i o n s .
o b s e rv e
p a r t
e f f e c t
The
607
301
31 7
(2 )
s t u d e n
t h i s
has
s , T g r ^ d e f l e c t i o n s . ' / >
.
630
I F C T L L . E Q . 'C ' )
GO T O 6 3 5
TYPE
628
FORM A T ( T 6 , ' Y o u
h ave
c h o s e n
n o t
t o
use
a
l i v e
I o a I,
t h e r e f o r e
o n l y
‘ th e
beam
DL w i l l
be
)
TYPE
629
FORMA T C T6 , ' u s e d
t O c o m p u te
s h e a r
& moment
e n v e l o p e s ,
r e a c t i o n s ,
an
*d
d e f l e c t i o n s . / )
TYPE
825
ACCEPT
4 8 ,
ZZ
I F C Z Z . N E . ' C ) GO T O
I 99
GO T O
301
TYPE
6 3 1 ,
ULL
FORMA T ( T 6 , ' Y o u
have
s p e c i f i e d
a u n i f o r m l y
d i s t r i b u t e d
LL
o f
' , F 5 . 2
* ,
( k / f t )
to
be
a p - ')
TYPE
632
FO RM AT(T6 , ' p l i e d
t o
v a r i o u s
s p a n s
o f
t h e
beam.
P le a s e ' s p e c i f y
w hi
‘ c h
s p a n s
t h e
LL ')
.TYPE
633
F 0 R M A T ( T 6 , ' w i l l
o c c u p y : ')
TYPE
529
CALL
L IV E ( N 0 ,U L L , U N IL L >
CALL
U D LO R D (N 0,N 9,E N V E M ,U N ID L,A R E A M ,E N V E V ,A R E A V ,E N V E 0,A R E A D ,E N V E R ,
*A R E A R ,T L L ,ID L V ,9 E A M ,N 0 R D V ,C 0 N L L ,D E L M ,D E L V ,D E L D ,D E L X ,E D T ,N P >
u SttP
9 ' E NV EM ' U N I L L , A R E A M , E N V E V , A R E A V , ENVE D , A R E A D , E N V F R ,
* A R EA R / D E L X f E D T )
GO T O
607
I F C A L L .E Q . 'D '
. o r .
A L L .E Q . ' E ')
GO T O 6 3 7
TYPE
6 3 6 ,
AASHTL
FORMAT(T6 , 'You
have
c h o s e n
to
use
an
' , A 6 , '
AASHTO
t r u e k
lo a d
f o r
‘ th e
beam
l i v e ' )
GO T O
639
TYPE
6 3 8 ,
AASHTL
FORMAT ( T 6 , ' Y o u
have
c h o s e n
to
use
an
' , A 7 , '
AASHTO
t r u c k
lo a d
f o r
‘ t h e
beam
l i v e ' )
TYPE
640
F0RMATCT6, ' l o a d .
A s s u m in g
th e
t r u c k
t r a v e l s
fro m
l e f t
t o
r i g h t
ac
* r o s s
t h e
b e a m , ')
TYPE
641
FORMAT ( T 6 * ' s p e c i f y
th e
d i s t a n c e #
i n
f e e t #
fro m
the
f a r
l e f t
s u o p o r
* t
to
t h e
f r o n t ')
TYPE
642
FORMAT ( T 5 , '
w h e e ls
o f
th e
t r u e k :
' , $ )
ACCEPT
8 5 5 ,
C 0 N LLC 1,1)
I FC CO NLL( I , 1 ) . L T . O .
.OR.
GO
TO 6 3 5
c 6 N L L '( i: i) : c 6 N L n i: i) - ^ . " '''- '- ^ '^ '^ - = " ''^ '^ '
64 4
645
c
I F C A L L . E 9 . 'A '
.OR.
A L L . E U . * 8 '
.. (O R .
A L L . E 3 . ' C )
THEN
C 0 N L L ( 3 , 1 ) = 0 .
ELSE
TYPE
823
TYPE
645
F O R M A T (T 5 ,'
D i s t a n c e ,
in
f e e t ,
fro m
2nd
to
3 r d
a x l e
(14
m in ,
30
‘ max) :
' , $ )
ACCEPT
4 6 3 ,
AXLE
I F ( A X LE . L T . 14.
.O R .
A X L E .G T . 3 0 . )
GO
TO 6 4 4
C O N L L (3 ,1 ) = C O N L L ( 2 ,1 )- A X L E
END
I F
CALL
CONP( N 9 , N P ,BEAM ,C 0NLL,N 0RD ,N 0RD V,NS FW )
CALL
U D LO R D (N 0,N 9,E N V E M ,U N ID L,A R E A M ,E N V E V ,A R E A V ,E N V E D ,A R E A D ,E N V E R ,
* A R E A R ,T L L ,ID L V ,9 E A M ,N 0 R D V ,C 0 N L L ,D E L M ,D E L V ,D E L D ,D E L X ,E D T ,N P >
CALL
C D L L L ( N 0 ,N 9 , N P , TLL ,E N V E M ,E N V E V ,E N V E D ,E N V E R ,U D LV ,T R LLV ,T R W V ,
*D E L X ,E D T )
TYPE
785
TYPE
317
FORMAT ( '
APPLICATIO N
O P TIO N S ')
88
4U4V
31 8
40 5 2
405 3
322
SSSS
323
4 0 5 6
40 5 7
4
4
4
4
4
4
4
4
4
4
4
0 6 0
061
0 6 2
0 6 3
06 4
06 5
0 6 6
0 6 7
068
06 9
070
23; ;
325
248
C
C
DISPLAY
327
337
407 3
331
28%
332
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
0 7 6
0 7 7
0 7 8
0 7 9
08 0
081
08 2
08 3
0 8 4
08 5
0 8 6
0 8 7
0 8 8
0 8 9
0 9 0
091
333
334
249
2821
40 9 4
409 5
282#
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
0 9 8
0 9 9
1 0 0
101
10 2
1 0 3
1 0 4
10 5
1 0 6
1 0 7
1 0 8
1 0 9
1 1 0
111
1 1 2
1 1 3
11 4
115
116
117
11 8
1 1 0
C
C
CALL
399
429
516
55 °
573
530
581
2^1
183
41 3 4
413 5
4 I 36
184
MOMENT
ENVELOPES,
SHEAR
ENVELOPES,
OR
e n v e l o p e s ,
DEFLECTION
o r
d e f l e
CURVES
GRAPHI
CALL
G R A P H 2 ( N 0 ,9 E A M ,S C , U D L ,U L L , T L L , A A SH T O ,CONLL , A A S H T L , U N I L L , A L L ,
* DX )
TYPE
785
TYPE
331
FORMAT(T6 , 'D IS P LA Y
O P T IO N S ')
TYPE
332
F O R M A T ( T 6 , ' -------------------------------------------- ' )
TYPE
333
F 0 RM A T < T I I , ' ( A )
D i s p l a y
moment
e n v e lo p e s
(C)
D i s p l a y
d e f l e c t i o
*n
c u r v e s ' )
TYPE
334
FORMAT ( T l I , ' ( B )
D i s p l a y
s h e a r
e n v e lo p e s
(D )
R e t u r n
to
A p p l i c a
* t i on
O p t i o n s ' / )
TYPE
46
ACCEPT
4 8 ,
DO
I F ( D 0 . L T . ' A *
.OR.
D O . G T . 'D ')
GO
TO
249
I F ( T L L . E Q . 'A ' > THEN
NC = I
ELSE
.
NC = 3
END
I F
I F ( D 0 . E Q . ' A ')
GO T O 5 5 5
I F ( D O . ER. ' B ' )
GO T O
556
I F ( O O . E R . ' C ' )
GO T O
557
I F ( D O . E Q . ' D ')
GO T O
377
DISPLAY
21M
4 1 2 2
41 2 3
412 4
4 I 25
4 I 26
4 1 2 7
41 2 8
41 2 9
4 1 3 0
4131
TYPE
313
FORMAT ( '
--------------------------------------------------------- • )
TYPE
322
F O R M A T ( T 6 » ' CA )
D i s p l a y
moment
e n v e l o p e s ,
s h e a r
a c t i o n s ' )
TYPE
323
FO RM AT(T6 , ' (3 )
R e v is e
OL
o r
L L ' )
TYPE
325
F 0 R M A T C T 6 » '(C )
R e t u r n
to
A p p l i c a t i o n
M e n u ' / / )
TYPE
46
ACCEPT
4 3 ,
AO
I F ( AO. L T . ' A '
.OR.
A O . G T . ' C )
GO TO
24 3
I F ( A O . E R . ' A ' > GO T O 3 2 7
IF C A O .E R . ' B ' )
GO T O
328
TYPE
326
GO T O
518
MOMENT
ENVELOPES
N R =4 I
CALL
YMAXI ( N C , N R , YMAX, ENVEM)
M O R D = I N T ( Y MAX)
TYPE
399
FORMAT( '
!VEC
1 9 6 , 1 4 ' , '
! STR
/ MOMENT
TYPE
I 55
TYPE
634
TYPE
4 2 9 ,
MORD
FORMAT( 1 9 , '
f t - k i p s ' )
TYPE
595
TYPE
516
FORMAT ( '
O ')
TYPE
695
TYPE
4 2 9 ,
-MORO
TYPE
I 51
TYPE
743
TYPE
559
!STR
/CURVE
F O R M A T t'
! VEC
5 1 9 , 1 0 5 ' ,
TYPE
573
! VEC
5 0 5 , 9 7 , 6 2 1 , 9 7 ' )
FORMAT('
TYPE
740
CALL
P L O T I < N O , N 9 , Y M A X , O X , EN VE M d , I ) >
TYPE
573
FORMAT('
! VEC
5 1 5 , 8 0 , 5 6 3 , 8 0 ' , '
! STR
/
I F ( T L L . E O . ' A ' )
GO T O
581
TYPE
744
CALL
P L O T K N O ,N 9 , Y M A X ,D X , ENVEM( I , 2 ) )
TYPE
579
!STR
/
FORMAT ( '
! VEC
51 5 , 6 5 , 5 6 3 , 6 5
TYPE
722
CALL
PLOTI (N 0 ,N 9 ,Y M A X ,D X ,E N V E M (1 ,3 )>
TYPE
580
FORMAT ( '
! VEC
51 5 , 5 0 , 5 6 3 , 5 0 ' , '
! STR
/
TYPE
785
TYPE
748
TYPE
183
FORM AT(T6 , ' T h e
s t u d e n t
s h o u ld
n o te
t h
* o men t s
r e s u l t i n g ' )
TYPE
I 84
FORM AT(T6 , ' f r o m
u n e v e n
s u p p o r t s
has
b
ENVELOPES/ ' )
L E G E N D /')
D L / ')
L L / ' )
DL + L L / ' )
a t
ee n
any
c o n t r i b u t i o n
i n c l u d e d
in
th e
to
beam
m
DL
c u r v e .
89
4 1 3 7
413 8
41 3 9
41 4 0
4141
41 4 2
41 4 3
4144
414 5
41 4 6
4 1 4 7
41 4 8
4 1 4 9
41 5 0
4151
415 2
41 5 3
41 5 4
41 5 5
41 5 6
4 1 5 7
41 5 8
4 1 5 9
4 1 6 0
4161
416 2
41 6 3
416 4
41 6 5
41 6 6
‘ 115
190
41 7 4
417 5
1 7 8
1 7 9
180
181
18 2
1 8 3
sigs
4 1 8 6
4 187
41 8 8
41 8 9
4 1 9 0
4191
41 9 2
41 9 3
419 4
410 5
41 9 6
41 9 7
41 9 8
41 9 9
4 2 0 0
4201
Si=SS
420 4
420 5
sss;
42 0 8
4 2 0 9
4 2 1 0
421 I
42 1 2
42 1 3
421 4
421 5
42 1 6
421 7
SIiS
4
4
4
4
4
220
221
222
2 2 3
2 2 4
GO
TO
190
C
C DISPLAY
SHEAR
ENVELOPES
C
556
N R= 44
9LENGTH =8E A M (5,1 )
CALL
YMAXI (N C, NR, YMAX, EN VEV)
TYPE
727
727
FORMAT ( '
!VEC
1 9 6 , 1 4 ' , '
! STR
TYPE
155
TYPE
634
TYPE
7 2 3 ,
YMAX
728
FORMAT( FI 0 . 2 , '
k i p s ' )
TYPE
595
TYPE
516
TYPE
695
TYPE
7 2 3 ,
-YMAX
TYPE
I 51
TYPE
748
TYPE
559
TYPE
573
TYPE
740
NVE = I
CALL
P LOT 3 ( NO, N 9 , N P zN V E , T L L , I
* E N V E V ( 1 , 1 ) z UD L V )
TYPE
573
I F ( T L L . E 9 . ' A ' ) GO TO 8 1 3
TYPE
744
NVE = ?
41 7 0
41 71
4
4
4
4
4
4
* ' /)
TYPE
825
ACCEPT
4 8 ,
ZZ
I F I Z Z . N E . ' C M
GO T O
327
813
185
/
SHEAR
ENVELOPES/ ' )
CALL
° L O T 3 (N O ,N O ,N P /N V E ,T L l,B L E N G T H ,Y M A X ,D X ,N O R O V ,C O N L L /
* E N V E V ( 1 z ? > z T RL L V )
TYPE
579
TYPE
722
N V E= 3
CALL
P L 0 T 3 ( N 0 z N 9 , NP zNVEz TL L z B L E N G T H z Y M A X z D X z N O R D V , CONLLz
*E N V E V (1 z3 )zT R W V )
TYPE
580
TYPE
785
TYPE
748
TYPE
185
FORMAT ( T 6 z ' T h e
s t u d e n t
s h o u ld
n o t e
t h a t
any
c o n t r i b u t i o n
* h e a r
r e s u l t i n g ' )
TYPE
I 84
TYPE
825
ACCEPT
43z
ZZ
I F I Z Z . N E . ' C M
GO T O
191
GO T O
327
C DISPLAY
DEFLECTION
CURVES
C
557
NR= 4 I
CALL
YMAXI(NCzNRzYMAXzENVED)
TYPE
815
815
FORMAT ( '
! VEC 1 9 6 , 1 4 ' ! STR
/DEFLEC TIO N
CURVES/ ')
TYPE
155
TYPE
634
TYPE
3 1 7 ,
-YMAX
817
FORMAT ( F I 3 - 7 , '
f t ' )
TYPE
595
TYPE
516
TYPE
695
TYPE
8 1 7 ,
YMAX
TYPE
TYPE
TYPE
TYPE
TYPE
740
CALL
P L C T K N O , N 9 , Y MA X z D X z E N V E D ( I z D )
TYPE
578
I F ( T L L . E Q . ' A ' )
GO T O 8 1 9
TYPE
744
CALL
P L 0 T 1 ( N 0 , N 9 , Y M A X ,D X ,ENVED( 1 , 2 ) )
TYPE
579
TYPE
722
CALL
P LOT I ( N O z N 9 , Y M A X , D X z E N V E D ( I , 3 ) )
TYPE
580
81 9
TYPE
785
TYPE
743
TYPE
185
186
FORM A T ( T 6 Z ' F o r
p u r p o s e s
o f
g r a p h i c a l
p r e s e n t a t i o n ,
* * i s
f o r d e f l e c - ' )
TYPE
I 37
187
F O R M A T ( T 6 z ' t i o ni ss
is
assum ed
to
be
a s t r a i g h t
l i n e .
* e c t i o n c u r v e s ' )
to
beam
s
I
t h e
r e f e r e n c e
T h u s ,
th e
a
de f I
90
IYPfc
188
8 0 8 8 4 1 ( 7 6 / ' may
e x p e r i e n c e
* h e a m has
u n e v e n ' )
TYPE
I 89
FOR MA T ( T 6 / ' s u p p o r t s . ' / )
TYPE
825
ACCEPT
4 5 /
ZZ
I F (ZZ . NE. ' C )
GO T O 1 9 2
GO T O
327
42 2 6
4 2 2 7
188
Uls
18 9
192
4
4
4
4
2 3 4
23 5
236
2 3 7
4
4
4
4
4
4
2 4 0
241
242
2 4 3
244
24 5
C
C HARD
COPY
O0 T I O N
C
377
TYPE
785
TYPE
324
324
FO RM AT(T6 / 'W o u ld
you
l i k e
a h a r d
*d
r e a c t i o n s ' )
TYPE
329
329
FORMAT (T5 / '
f o r
t h i s
beam
(Y Z N ) 0
ACCEPT
4 8 ,
ZZ
I F ( Z Z . NE. ' Y '
.AND.
Z Z . N E . ' N ' )
GO
I F ( Z Z . E S . ' N ' )
GO T O 3 0 1
CALL
HCBPD( E E , N O ,B E A M ,SC)
CALL
H O L D (N O ,A X L E ,D O T /A A S H T L /U N I
T IT L = '
>>>>>
D L '
4231
4 2 4 8
4 2 4 9
42 5 0
425 1
425 2
42 5 3
425 4
425 5
4 2 5 6
425 7
42 5 8
4 259
42 6 0
4261
341
4 2 6 4
426 5
2^
42 6 8
42 6 9
4 2 7 0
342
42 7 3
427 4
4 275
4 2 7 6
4 2 7 7
42 7 8
4 279
4 2 8 0
4 281
4 2 8 2
428 3
42 8 4
428 5
4 2 8 6
4 2 8 7
42 8 8
4 2 8 9
4 290
4291
4 292
42 9 3
343
432
344
42 9 6
4 2 9 7
429 8
4 2 9 9
4 3 0 0
4301
43 0 2
43 0 3
430 4
430 5
4 3 0 6
4 307
4 3 0 8
4 3 0 9
4 3 1 0
%%
346
347
d i s c on t i n u i t y
c o p y
of
a l l
at
a
s u p p o r t
e n v e l o p e
i f
th e
o r d i n a t e s
' , t)
TO
377
D L ,U N IL L ,C O N L L ,T L L ,N S F W )
t
LL
RE VISIO N
TYPE
785
TYPE
341
FO R M A T(T5, '
DL O . K .
( Y / N ) ?
' , $ )
ACCEPT
4 8 ,
ZZDL
I F ( Z Z D L . N E . * Y '
. AND.
Z Z D L . N E . ' N" )
GO T O
328
• I F ( Z Z D L . E ' l . ' Y ' )
GO T O 4 3 2
TYPE
823
TYPE
342
FORMAT ( T I O , '
S p e c i f y
new
u n i f o r m
OL
( k / f t ) :
' , I )
ACCEPT
9 4 3 ,
UOL
I F ( U O L .L T . ( - 9 . 9 9 )
.O R .
U D L.G T. ( 9 . 9 9 ) )
GO T O 1 5 7
DO 3 4 3 1 = 1 , N O
U N ID L ( I) = U O L
CONTINUE
I F d L L . E Q . 'A ' )
GO T O 3 4 6
TYPE
785
TYPE
345
FORMAT ( T 5 , '
LL
O .K .
( Y / N ) ?
' , $ )
ACCEPT
4 8 ,
ZZLL
I F ( Z Z L L . N E . ' Y '
.AND.
Z Z L L . N E . ' N ' )
GO T O
344
I F ( Z Z L L . E Q . ' Y ' )
GO T O
361
I F U L L . E Q . ' 8 ' ) GO T O 3 5 8
I F ( TL L . EO. ' C ')
GO T O 3 6 7
TYPE
785
TYPE
347
F 0 R M A T (T 5 , '
C u r r e n t
LL= O ,
do
you
want
to
add
a LL
to
th e
beam
(Y /N
*) ?
348
349
159
356
358
an
CALL
H CMV D ( N 0 , N O , T I T L , E N V E M ( 1 , 1 ) , E N V E V ( 1 , I ) , E D T ( I z I ) )
I F ( T L L . E Q . ' A ' )
GO T O 3 7 8
T IT L = '
>>>>>
L L '
CALL
H C M V D ( N 0 , N 9 , T I T L , E N V E M ( 1 , 2 ) , E N V E V ( 1 , 2 ) , E D T ( 1 , 2 ) )
TI T L = '> > > > >
DL + L L '
CALL
HCMVD(N O ,N O ,T I T L , ENVEM(I , 3 ) ,E N V E V ( I , 3 ) , E D T ( I , 3 ) )
CALL
H C SU R ( N O , T L L , ENVER)
GO T O
301
378
C
C OL
C
328
s lo p e
ACCEPT
4 8 ,
ZZLLO
I F C Z Z L L O .N E . ' Y'
. AND.
Z Z L L O . N E . ' N ' )
I F ( Z Z L L O . E « . ' N ' )
GO T O 3 6 1
TYPE
785
TYPE
349
F ORM A T ( T 5 , '
Type
f o r
u n i f o r m
LL
*$>
GO
o r
TO
346
f o r
AASHTO
ACCEPT
4 8 ,
ZZ
I F ( Z Z . N E . ' U'
.AND.
Z Z . N E . ' T ' )
GO T O
348
I F ( Z Z . EQ. * L ' )
THEN
T L L = ' 3 '
TYPE
823
TYPE
597
ACCEPT
9 4 3 ,
ULL
I F ( U L L . L T . ( - 9 . 9 9 )
.O R .
U L L . G T . ( 9 . 9 9 ) ) GO T O
I 59
TYPE
823
CALL
L IV E (N O ,U L L ,U N IL L >
ELSE
DOT = t L — > R '
T L L = 1C'
CALL
T R U C K 2 (A L L ,A X L E ,N P ,A A S H T 0 ,A A S H T L ,C 0 N L L ,3 E A M )
END
IF
GO T O
361
TYPE
785
TYPE
359
t r u c k
L L :
91
4 3 1 3
4 3 1 6
4 3 1 7
4 3 1 0
4 3 2 0
4321
362
363
23:9
4 3 2 8
4 3 2 9
161
364
2339
2332
365
43 3 2
366
43 3 5
4 3 3 6
43 3 7
233#
43 4 0
4341
367
232:
368
4
4
4
4
4
4
3 4
34
34
3 4
3 4
3 4
4
5
6
7
8
9
2339
43 5 2
43 5 3
2333
4
4
4
4
4
4
4
4
4
4
356
357
3 5 8
3 5 9
3 6 0
361
3 6 2
3 6 3
3 6 4
3 6 5
369
371
372
373
23S9
43 6 8
4 3 6 9
4 3 7 0
4371
43 7 2
4 3 7 3
4 374
43 7 5
43 7 6
4 3 7 7
4 3 7 8
4 379
4 3 8 0
4381
438 2
43 8 3
438 4
438 5
423
336
2%9
2: ; :
2:%
2:39
2:s#
4 4 0 0
FORMAT ( T 5 , '
R e v is e
AASHTO
t r u c k
LL
to
u n
ACCEPT
4 8 ,
ZZ
,
_
I F ( Z Z . NE. ' Y'
.AND.
Z Z . N E . ’ N ')
GO T O 3 6 7
I F ( Z Z . E Q . ' N')
GO T O 3 6 9
TLL = ' O '
TYPE
785
TYPE
597
ACCEPT
9 4 3 ,
ULL
I F ( U L L . L T . ( - 9 . 9 9 )
.OR.
U L L . G T . ( 9 . 9 9 ) )
GO
TYPE
823
CALL
L IV E ( N O , U L L , U N IL L )
GO T O
361
TYPE
785
TYPE
371
FORMAT ( T 5 , '
R e v is e
AASHTO
t r u c k
t y p e
( YZ
ACCEPT
4 8 ,
ZZ
I F ( Z Z . N E . ' Y'
.AND.
Z Z . N E . ' N ' )
GO T O 3 6 9
I F ( Z Z . E Q . ' N')
GO T O
372
CALL
T R U C K 2 ( A L L , A X L E , N P , A A S H T O , A A S H T L , CO
GO T O
361
TYPE
785
TYPE
373
FORMAT ( T 5 , '
R e v is e
d i s t a n c e
to
f r o n t
w h e
ACCEPT
48
GO T O
372
Y '
.AND.
Z Z .N E . ' N ' )
I F ( Z Z . NE.
N ')
GO T O
374
I F ( Z Z . EQ.
TYPE
529
F0 RM AT(T6 , ' A s s u m in g
t h e
t r u c k
t r a v e l s
* t h e ' )
TYPE
337
FORMAT ( T 5 , '
d i s t a n c e
fro m
f a r
l
ACCEPT
855 ,
C O N L L d ,1 )
IF C C O N L L C I, 1 ) . L T . O .
.OR.
CONLL(
CO NLL( 2 , 1 ) =CONLL( I , 1 ) - 1 4 .
I F (A L L . E Q . ' D'
.OR.
A L L . E Q . ' E ' )
C 0 N L L ( 3 , 1 ) = C 0 N L L ( 2 , 1 ) - A X L E
ELSE
C 0 N L L ( 3 , 1 ) = 0 .
END
IF
CALL
TRUCK ( A L L , N P ' A A S H T O , A A S H T L
2::9
438 8
4 3 8 9
FORMAT ( T 5 / '
R e v is e
u n i f o r m
LL
to
AASHTO
t r u c k
LL
<Y/N>?
ACCEPT
4 8 ,
ZZ
I F ( Z Z . N E . * Y'
.AND.
Z Z . N E . ' N ' )
GO T O
358
I F ( Z Z . E O . ' N ')
GO T O
362
D O T = 'L — > R '
T L L = ' C '
CALL
T R U C K 2 ( A L L , A X L E , N P , A A S H T O , A A S H T L , CO N L L , 8 E A M )
GO T O
361
TYPE
735
TYPE
363
FORMAT < T 5 , '
R e v is e
u n i f o r m
LL
m a g n it u d e
(Y Z N ) ?
' , S I
ACCEPT
4 8 ,
ZZ
I F ( Z Z . NE. ' Y '
.AND.
Z Z . N E . ' N ' )
GO TO 3 6 2
I F ( Z Z . EQ. ' N ' )
GO T O
365
TYPE
323
TYPE
364
F ORMA T < T l 0 , '
S p e c i f y
new
u n i f o r m
LL
( k / f t ) :
' , S I
ACCEPT
9 4 3 ,
ULL
I F ( U L L . L T . ( - 9 . 9 9 )
.O R .
U L L . G T . ( 9 . 9 9 ) )
GO T O 1 6 1
TYPE
785
TYPE
366
F O R M A T (T 5 ,'
R e v is e
sp a n s
o c c u p i e d
by
u n i f o r m
LL
( YZN)?
ACCEPT
4 3 ,
ZZ
I F ( Z Z . NE. ' Y'
.AND.
Z Z . N E . ' N ' )
GO T O 3 6 5
I F (Z Z . EQ. ' N ' )
GO T O
361
TYPE
823
CALL
LIVE < N O ,U L L ,U N IL L )
GO T O
361
TYPE
785
376
892
I F ( A L L ^ E Q . 'A '
.OR.
TYPE
785
TYPE
376
F 0 R M A T (T 5 , '
R e v is e
ACCEPT
4 8 ,
ZZ
I F I Z Z . N E . 'Y '
.AND.
I F ( Z Z . E Q . ' N ' )
GO T O
TYPE
529
TYPE
645
ACCEPT
4 6 3 ,
AXLE
I F ( A X L E . L T . 14.
.OR.
CONL L ( 3 , I ) = CONLL ( 2 ,
I F ( Z Z D L . E Q . ' Y '
.AND
I F ( ZZ O L . E Q . ' Y '
.AND
I F ( T L L . E Q . ' A ')
THEN
CALL
U D L C R 0 (N 3,N 9
A L L . E Q . ' 8 '
r e a r
a x l e
Z Z . N E . ' N ' )
361
e f t
i f o r m
TO
LL
( Y
ZN
) ?
2 4 6
N)?
' , $ )
N L L , 3 E AM >
from
s u p p o r t
1,$)
( Y Z N )1
e ls
l e f t
to
to
r i g h t ,
f r o n t
I , I ) . G T . BE A M( 5 , I ) )
GO
s p e c i f y
w h e e ls :
,
TO
428
' ,$ )
THEN
)
.O R .
A L L . EQ. ' C ')
s p a c i n g
GO
TO
( YZ N ) ?
GO
TO
361
' , $ )
375
A X L E .G T . 3 0 . )
GO T O 8 9 2
D - A X L E
.
Z Z L L . E Q . ' Y ')
GO T O
301
.
Z Z L L O . E Q . ' N ' )
GO
TO 3 0 1
,E N V E M ,U N ID L,A R E A M ,E N V E V ,A Q E A V ,E N V E D ,A R E A D ,
92
*
*
4401
440 2
44 0 3
44 0 4
440 5
4 4 0 6
4 4 0 7
4 4 0 8
4 4 0 9
4 4 1 0
4411
44 1 2
441 3
4414
441 5
441 6
4 4 1 7
44 1 8
4 4 1 9
Si;?
9999
44 2 2
990
442 5
442 6
44 2 7
443 0
44 3 3
443 4
443 5
4 4 36
44 3 7
4 4 3 8
4 4 3 9
44 4 0
4441
4 4 4 2
444 3
4 44 4
44 4 5
4 4 4 6
44 4 7
44 4 8
44 4 9
44 5 0
4451
4
4
4
4
4
4
4
4
5
5
5
5
2
3
4
5
SS^
44 5 8
4 4 5 9
4 4 6 0
4461
44 6 2
44 6 3
4 4 6 4
446 5
4 4 6 6
4 4 6 7
4 4 6 8
4 4 6 9
ss;?
447 2
44 7 3
ss%
4476
4 4 7 7
ss;#
4
4
4
4
4 8 0
481
4 8 2
4 8 3
as?
4 4 8 8
ENVERz AR E A R , T L L / U B L V z 9 E A M , N 0 R D V / CONLLz 0 E L ' 1 , D E L V » D E L 0 , D E L X ,
E O T , NP)
GO TO 3 0 1
ELSE I F C T L L . E Q . ' B * ) THEN
C A L L U D L 0 R D ( N 0 z N 9 , E N V E M z U N I D L z A R E A M , ENV E V , A R E A V z E N V E D z A R E A D z
*
E N V E R , A R E A R , T L L z U D L V z B E A M , NORDVzC ON L L z D E L M , D E L V z D E L D , DEL Xz
*
E D T z NP)
C A L L U L L C R D <N O , N 9 , E N V E M , U N I L L z A R E A M , ENVEVz A R E A V , E N V E D , A RE A D ,
*
E N V E R z A R E A R z D E L X z EDT)
ELSE I F ( T L L - E Q - t C )
THEN
CA L L C 0 N P ( N 9 , NP , B E A M , C O N L L , N O R D , N O R D V , NSFQ)
C A L L UOL C R D ( NOz N 9 z E N V E M , UN I DLz A R E A M , ENVEVz AR E A V z E N V E D z A R E A D z
*
ENV E R, AR E A R , T L L , U D L V z B E A M , N O R D V , C O N L L z D E L M z D E L V z D E L D z D E L X z
*
E D T z NP )
C A L L T L L C R D ( N O , N 9 , N P z S L z B E A M , SUP P M , S P A N M , S H E A R z R E A C T z D E L T A ,
*
N O R D , NOR D V z T R L L V , C O N L L z A A S H T Oz E N V E M , E N V E V z E N V E D z E N V E R , D E L X z EDT)
END I F
CA L L C D L L L ( N O , N 9 , N P , T L L , ENVEM , E N V E V z E N V E D , E N V E R , UDL V , T R L L V , TRWV,
ADELX,EDT)
GO TO 301
CAL L DONEPL
TYPE 7 8 5
TYPE 5 8 3
F O R M A T ( T l Oz A5 4)
TYPE 9 9 Q , 1 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * •
990,* *
*'
TYPE
TYPE
TYPE
TYPE
TYPE
TYPE
TYPE
TYPE
TYPE
TYPE
TYPE
TYPE
TYPE
TYPE
TYPE
‘ TYPE
END
990
9 9 0
9 9 0
9 9 0
9 9 0
9 9 0
9 9 0
9 9 0
9 9 0
9 9 0
9 9 0
9 9 0
9 9 0
9 9 0
one
,
,
,
,
,
,
,
,
,
1 *
' *
' *
' *
' *
' *
' *
' *
' *
, ' A
, ' *
, ' *
f i n a l
c om m e nt.
The
c o m p u t e r
is
b u t
a
t o o l ,
good
e n g i n e e r
o u t
of
a p o o r
But
i t
can
make
a
HAVE
SUBROUTINE
TO
SUBROUTINE
S
C
C
C
C
V
N
TO
T
O
0
O
O
E
L IS T IN G
A R C I(X z Y )
DRAW
CLOCKWISE
+M
ARROW
S
C
C
C
C
V
N
TO
DRAW
COUNTERCLOCKWISE
+M
ARROW
A R C 3(X ,Y )
DRAW
COUNTERCLOCKWISE
T R T P K X - . 1 2 9
O N N P K X - . 3 5 4
0 N N P K X - . 4 8 3
ONNPT( X - . 4 8 3
0 N N P K X - . 3 5 4
E C T O R IX - .3 5 4
SUBROUTINE
SUBROUTINE
ARC2(XzY)
R T P K X t - I 2 9 , Y - . 483)
N N P K X t . 354 , Y - . 354 )
N N P K X t . 4 8 3 z Y - . 1 2 9 )
N N P K X t . 4 8 3 , Y t . I 29)
N N P K X t . 3 5 4 , Y t . 354)
C T O R ( X t . 3 5 4 , Y t . 3 5 4 , X + . 1 2 9 , Y t . 4 3 3 ,1 4 0 1 )
SUBROUTINE
SUBROUTINE
even
<
* ■
* <
b e t t e r !
DAY!!
S T R T P K X - . 1 2 9 , Y - . 483 )
CONNPT ( X - . 3 5 4 z Y - . 3 5 4 )
CONNPT ( X - . 4 8 3 , Y - . I 29)
C O N N P K X - . 483 , Y+ . 129)
C O N N P K X - . 3 5 4 z Y t . 354)
V E C T O R ( X - . 354 , Y t . 3 5 4 , X - . I 2 9 , Y t . 4 8 3 , 1401 )
N
SUBROUTINE
CALL
CALL
CALL
CALL
CALL
CALL
RETUR
END
NICE
583
SUBROUTINE
CALL
CALL
CALL
CALL
CALL
CALL
RETUR
END
A
e n g in e e r
make
Z1A*****AA*******A*********A***********A**********AA*A*** '
SUBROUTINE
CALL
CALL
CALL
CALL
CALL
CALL
RETUR
END
go o d
and
c a n n o t
e n g i n e e r . . .
TO
, Y
, Y
, Y
, Y
z Y
, Y
t . 483)
t . 354)
t . 1 2 9 )
- . 129)
- . 354)
- . 3 5 4 , X-
-M
. I 2 9 , Y - . 4 8 3 ,1 4 0 1 )
ARC4(X,Y>
DRAW
CLOCKWISE
-M
ARROW
ARROW
93
CALL
S T S T P M X +.
CALL
CONNPMX + .
CALL
C O N N P M X + .
CALL
CONNPMX + .
CALL
CONNPMX +.
CALL
VECTOR(X +.
RETURN
END
44 8 9
4 4 9 0
% %
44 9 3
4 494
44 9 5
4
4
4
4
4 9 8
499
5 0 0
501
sis;
4
4
4
4
4
4
4
4
4
506
507
50 8
509
5 1 0
511
5 1 2
51 3
51 4
C
C
COMPUTE
103
C
C
C
all#
45 3 0
SHZ
107
SSI#
453 8
4 539
1 09
111
C
C
C
sss#
4 558
4 5 5 9
B
45 6 3
ss%
4 566
4 5 6 7
m ,
4
4
4
4
4
4
571
5 7 2
573
574
575
5 7 6
AREAS
OF
MOMENT
AND
DEFLECTION
INFLUENCE
AND
STORE
AREAS
OF
SHEAR
INFLUENCE
LINES
AND
STORE
AREAS
113
115
I = I ,NO+1
DO
115
J = I , NO
J I = N 9 * ( J - 1 ) +
J 2 =N9 * J
S U M4 = O .
DO 1 1 3
K = J I ,
S U M 4 = S U M 4
CONTINUE
A R E A R ( I , J ) = S
CONTINUE
OF
REACTION
INFLUENCE
GO
TO
I 07
LINES
DO
45 5 0
4551
455 4
4 555
STORE
I I I
I = 1 ,N 0 * ( N 9 + 1 )
K= I
DO
I O7 J = 1 , N9+N0 + 1
VORO (K)=O-O
V 1 = S H E A R (J ,I )
.
V 2 = S H E A R (J + 1 , I )
V 3=V2-V1
I F ( V 3 . GT. ( . 9 9 9 )
,AND.
V 3 . L T . ( 1 . 0 0 1 ) )
V 0 R D (K )= V 1+ V 2
K = K+ 1
CONTINUE
DO
111
L = I ,NO
S UM3 = O .
L 1 = N 9 * ( L - 1 ) + 1
L 2 =N9*L
DO I 0 9
M= L I , L2
SUM3=SUM3+VORO(M)
CONTINUE
A R E A V ( I , L ) = S U M 3 * B E A M ( L , 1 ) / ( 2 . + N9)
CONTINUE
COMPUTE
sss#
SSSI
AND
DO
4 525
4 526
542
54 3
544
545
546
5 4 7
83)
54)
29)
29)
54)
5 4 , X + . I 2 9 , Y - . 4 8 3 , I 4 0 1)
103
I = I , N 9 + N0 + 1
DO
I 03
J = I ,NO
j i = N 9 *( j - n + i
J 2= N 9 *J
SUMI=O.
S UM2 = O .
DO 1 0 1
K = J I ,J 2
S U M I = S U M I + S P A N M ( K , I ) + SPA NM(K + 1 , I )
SUM2=SUM2+DELTA(K , I ) + D E L T A (K + 1 , I )
CONTINUE
A R E A M ( I , J > = S U M 1 * B E A M ( J , 1 ) / ( 2 . + NO)
A R E A D ( I , J ) = S U M 2 * B E A M ( J , 1 ) / ( 2 . * N 9 )
CONTINUE
COMPUTE
mi
4
4
4
4
4
4
4
3
1
1
3
3
DO
101
SSS9
Y+ .
Y t .
Y+.
Y - .
Y -.
Y - .
SUBROUTINE
A R E A S (N 0 ,N 9 ,R N 9 ,E ,C F 2 ,S U P P M ,S P A N M ,S H E A R ,R E A C T ,D E L T A ,
+ B E A M ,A R E A N ,A R E A V ,A R E A D ,A R E A S ,V O R D ,DELSM ,D E L M ,DELV,DELD)
I M P L IC IT
R EAL * 8
< A -H ,0 -Z >
DIMENSION
S U P P M < 4 1 , 3 ) , S P A N M ( 4 1 , 4 1 ) , SHE A R ( 4 2 , 4 4 ) , R E A C T ( 4 1 , 5 ) ,
* D E L T A ( 4 1 , 4 1 ) , B E A M ( 5 , 3 ) , A R E A M < 4 1 , 4 ) , A R E A V ( 4 4 , 4 ) , A R E A D ( 4 1 , 4 ) ,
* A R E A R ( 5 , 4 ) , V 0 R D ( 4 0 ) , D E L S M ( 3 ) , D E L M ( 4 1 ) , D E L V ( 4 4 ) , D E L D ( 4 1 )
45 1 7
45 3 3
453 4
4 535
1 2 9 ,
354 ,
4 8 3 ,
4 8 3 ,
3 5 4 ,
354 ,
1
J2
+ R E A C T (K ,I)+ R E A C T (K + 1 ,I )
U M 4 * 9 E A M ( J , 1 ) / ( 2 . * N 9 )
115
C
C COMPUTE
AND
STORE
MOMENT,
SHEAR,
6
DEFLECTION
C RESULTING
FROM U N E V E N
SUPPORT
ELEVATIONS.
C
DO
117
I = I ,NO
SPL = B E A M d , I )
SPI=BEAM <I , 2 ) /CF 2
I F ( I . E Q . I )
THEN
SML=O.O
SM R=DELSM (I)
ELSE
I F ( I.E O .N O )
THEN
S M L = D E L S M (I-I)
SMR=O.C
ELSE
S M L = D E L S M (I-I)
SMR=DELSM(I)
END
IF
SPANV=(SM R-SM L) /RN9
DO
I 17
J =0,N 9
K = N 9 * ( I - I ) + J +1
L = ( N 9 + 1 ) * ( I - 1 ) + J + 1
ORDINATES
LINE S
94
4 5 / 7
U l?
4 582
117
m i
O E L N ( K ) = S M L - U / R N 9 ) * < S M L - SMR>
DELVCLI=SPANV
S P X =J*S P L/R N 9
D E L 0 ( K ) = S P X * ( 1 . - J / R N 9 ) * ( S M L * ( 2 . * S P L - S P X ) + S M R * ( S P L + S P X ) ) /
*
( 6 . * E * S P I )
CONTINUE
RETURN
END
SUBROUTINE
4 586
4 587
SUBROUTINE
CALL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
RETUR
END
4 5 9 0
4 591
4 593
4 594
4 595
4 598
4 5 9 9
4 6 0 0
4601
46 0 2
460 3
460 4
460 5
4 6 0 6
4 6 0 7
46 0 8
4 6 0 9
461 0
4611
SUBROUTINE
CALL
CALL
C ALL
CALL
CALL
C ALL
CALL
CALL
4
5
6
7
8
9
CALL
CALL
CALL
CALL
CALL
CALL
C. A L L_
CALL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
LK
L
C
AL
LL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
CALL
RETUR
END
ill!
4 6 3 0
4631
%%
46 3 4
46 3 5
6 3 8
6 3 9
6 4 0
641
64 2
6 4 3
a n
6 4 6
6 4 7
6 4 8
6 4 9
6 5 0
651
i!
4
4
4
4
4
4
4
65 5
656
6 5 7
658
6 5 9
66 0
661
4 664
TO
3-SPAN
BEAM
WITH
SPAN
FREE-900Y
DIAGRAM
OF
SPAN
CX , Y )
A RC2 CX , Y)
SETCLRC' GREEN' )
VE
t cC T
I U
0K
R Ct 3) .. , 2 . 9 , 3 . , 2 . 1 , I 4 0 1 )
M
A vG ( I' 1
I CE-IS3 S* u
, c> .E o. n8 .H o, 8 ) K ' , 1 0 , 3 . , 3 . 2 )
S E T C L R C YELLOW1 )
VECTOR( I . , . I , I . , 1 . , 0 )
V E C T 0 R ( 7 . , . 1 , 7 . , 1 . , 0 )
VECTOR( I . , . 3 , 7 . , . 3 , 1 4 0 2 )
V E C T O R ( 2 . 5 , . 6 , 2 . 5 , 1 . 6 , 0 )
V E C T O R C I.,. 3 , 2 . 5 , . 8 , 1 4 0 2 )
V E C T 0 R ( 2 . 4 8 , 1 . 9 , 2 . 4 3 , 2 . 1 , 0 )
V E C T 0 R ( 2 . 5 2 , 1 . 9 , 2 . 5 2 , 2 . 1 , 0 )
V E C T 0 R ( 1 . , 2 . 2 , 1 . , 2 . 9 , 0 )
V E C T 0 R ( 7 . , 2 . 2 , 7 . , 2 . 9 , 0 )
V E C T O R C I.,2 . 6 , 3 . , 2 . 6 , 1 4 0 2 )
V E C T 0 R C 3 . , 2 . 6 , 7 . , 2 . 6 , 1 4 0 2 )
M E S S A G ( ' L > L . 4 ) N ' , 7 , 3 . 7 , . 5 )
M E S S A G C X ', I , I . 7 , I . )
M ESS AG (t A S L - A ) N 1, 7 , 1 . 7 , 2 . 8 )
M E S S AG C ' B S L . 4 ) N ' , 7 , 4 . 7 , 2 . 8 )
S E T C L R C W H IT E ')
M E S S AG C ' C V S L . 4 ) L ' , 8 , . 5 , 1 . )
M E S S A G C ' CVSL . 4 ) R' , 8 , 7 . 2 , 1 . )
M E S S A G C C MS L . 4 ) L ' , 8 , 0 . 1 , 1 . 8 )
MESSAGC' CMSL.4 ) R ' , 8 , 7 . 6 , I . 8 )
R E S E T ('H E IG H T ')
N
SUBROUTINE
B E A M IN P (E ,E E ,N 0 ,B E A M ,S C ,C F 1 )
I M P L IC IT
R E AL * 8
( A - H , 0 - Z )
DIM ENSIO N
B E A M ( 5 , 3 ) , S C ( 5 , 2 )
CHARACTER
ZZ
C
BEAM
48
386
79 4
663
790
227
823
529
RATIOS
BEAM2
GRAPH
A R E A 2 D ( 8 . ,3 . )
H E IG H T !. 25)
SETCL RC' C Y A N ')
VECTOR( I . , 2 . , 7 . , 2 . , 0 )
MESSAGCt ( I S L - A ) N ' , 3 , 3 . 7 , I . 6)
SETCLRC'R E D ')
V E C T O R C I.,I . 2 , I . , 1 . 9 , 1 4 0 1 )
VECTOR( 7 . , 1 . 9 , 7 . , I . 2 , I 4 0 1 )
ARCI
46 2 7
4
4
4
4
4
4
A
X= 7.
46 2 2
4 6 2 3
4
4
4
4
4
4
BEAMI
GRAPH
SETCLRC'CYAN*)
V E C T O R ( 1 . , 2 . , 1 4 . 2 , 2 . , 0 )
V E C T 0 R ( . 8 , 1 . 8 , 1 . 2 , 1 . 8 , 0 )
V E C T 0 R ( . 9 , 1 . 8 , 1 . , 2 . , 0 )
V E C T O R C I.,2 . , 1 . 1 , 1 . 8 , 0 )
V E C T 0 R ( 4 . 8 , 1 . 8 , 5 . 2 , 1 . 8 , 0 )
V E C T O R ( 1 0 . 0 , 1 . 8 , 1 0 . 4 , 1 . 8 , 0 )
VECTORC1 4 . 0 , 1 . 8 , 1 4 . 4 , I . 8 , 0 )
B L C I R C5 . , I . 9 , . I , . 0 1 )
B L C I R ( 1 0 . 2 , 1 . 9 , . 1 , . 0 1 )
B L C I R C1 4 . 2 , 1 . 9 , . I , . 0 1 )
N
SUBROUTINE
SSH
46 1
46 1
461
461
461
46 1
TO
PHYSICAL
DATA
INPUT
FORMAT ( A l )
FORMAT CF7 . 1 , F 5 . 2)
FORMAT C F 7 .2 )
F0R M A TC F 8.1 )
FORMAT C I l )
FORMAT(1 5 )
FORMATC/)
FORMAT C / / )
SUBROUTINE
N
OF
1 : 1 . 3 : 1
95
O O O
LV n o —k
466 5
4 666
46 6 7
46 6 8
4 6 6 9
46 7 0
4671
4 6 7 2
46 7 3
46 7 4
4 6 7 5
46 7 6
4 6 7 7
4 6 7 8
46 7 9
46 8 0
4681
46 8 2
46 8 3
46 8 4
468 5
4 6 8 6
4 6 8 7
4 6 8 8
46 8 9
4 6 9 0
4691
46 9 2
46 9 3
46 9 4
469 5
4 6 9 6
4 6 9 7
46 9 8
469 9
4 7 0 0
4 704
47 0 5
583
785
209
210
21 I
21 2
21 3
?1 5
208
214
%%
47 3 6
4 7 3 7
%%
4
4
4
4
4
4
4
4
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7 4 0
741
74 2
74 3
744
7 4 5
7 4 6
7 4 7
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M' )
TYPE 2 1 0
FORMATC
TYPE 211
BEAM P H Y S I C A L
FO RM ATC
------------------------------------------------------------------------ • / )
TYPE
DATA
INPUT')
213
A C C E P w i o z ^ B e c i f y nu mber o f s Pans < 2 ,
I F I N O . L T . 2 Z. 0 R . N O . G T . 4 ) GO TO 2 1 2
TYPE 5 2 9
TYPE 2 1 5
F 0 R M 4 K T 6 , ' SUPPORT COORDI NATE I N P U T ' )
TYPE 2 0 8
FORMAT ( T 6 , .................... * ----------- -------------- ------------- / )
TYPE 2 1 4
FORMAKTl 1z ' S u o o o r t N o . I c o o r d i n a t e s
a
3,
4) :
or
',$)
CO.OzO.O]' / )
re
SC vi * 1 ) = O• C
sen ,2)=o.c
DO 2 1 8
TYPE
1 = 2 , NOt I
216,1
216
A C C E P T < I ^ ; , SCS ??,C1i ),y SCX c I , 2 ? r
21 8
220
C O N T I NUE
TYPE
529
TYPE
220
FORMAT(T
TYPE
207
207
225
6 , ' MOMENT
OF
INERTIA
SUDP° r t
N° -
^
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F O R M A T ( T 6 , ----------------------------------------------------------------------- • / )
DO 2 2 5
TYPE
222
I=IzNO
222,1
FORMAT( T I O , '
Moment
o f
ACCEPT
7 9 4 ,
BE AM (1 ,2 )
I n e r t i a
f o r
Span
No.
' , I l , '
( f t
* 4 )
•
CON T I N U E
TYPE 5 2 9
TYPE 2 2 6
226
F O R M A T (T 5 ,'
228
229
ACCEPT 6 6 3 ,
TYPE 5 2 9
TYPE 2 2 9
.F0RMAKT5, '
M o d u lu s
o f
E l a s t i c i t y ,
E
( k s i ) :
' , $ )
EE
BEAM P H Y S I C A L
DATA
O.K.
( Y/N)?
ACCEPT
4 8 ,
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N IE . ' N ' )
GO T O
228
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TYPE
785
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276
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BEAM
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DATA
R E V IS IO N " )
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277
FO RM ATC
-------------------------------------------------------------/)
TYPE
2 7 9 ,
NO
F 9 R M A T ( T 6 , 1A.
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e x i s t i n g
' , I l , '
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47 0 9
4 7 1 0
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47 1 5
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4721
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4 726
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47 3 2
47 3 3
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F O R M A K *
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276
277
278
279
280
281
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284
381
382
285
287
288
289
290
291
294
295
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FORMAT(T6 , 'B .
C o n f i g u r e
a new
b e a m ' / / )
TYPE
46
FO RM AT(T5, '
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OF T H E
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ACCEPT
4 8 ,
ZZ
I F ( Z Z . N E . ' A '
.AND.
Z Z . N E . ' B ' )
GO T O 2 8 1
I F ( Z Z . E 9 . ' A ' )
GO T O
284
TYPE
785
GO
TO
209
TYPE
785
TYPE
381
FO RM ATC
CURRENT
S U 0 PO R T C O O R D I N A T E S
( f e - t ) ' )
TYPE
382
F O R M A T ( ------------------- --------------------------------- ------------------------------------------- -------------- --- / )
TYPE
285
F O R M A T ( T 2 2 , ' SUPPORT
X-ORD
Y-ORD
' )
F O R M A T ( T 2 0 , ' ---------------------------------------------------DO 2 8 9
1= 1 , NOtI
TYPE
2 8 3 ,
I z S C ( I z I ) , S C ( 1 , 2 )
F 0 R M A T ( 2 4 X , I 1 , 3 X , 2 F 1 2 . 2 )
CONTINUE
TYPE
287
TYPE
529
TYPE
291
FO R M A T(T5, '
S u p p o rt
c o o r d i n a t e s
O .K .
( Y / N ) ?
ACCEPT
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ZZ
I F ( Z Z . N E . 'Y '
.AND .
Z Z . N E . ' N ' )
GO T O
290
IF C Z Z .E Q . ' Y ')
GO T O
296
TYPE
529
TYPE
295
A r r ^ S I ^ o n '
ACCEPT
f T O#
§ p e c ' f 7
I
S u p p o r t
I F ( I . L T . 2
.O R .
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TYPE
323
TYPE
2 1 6 ,
I
ACCEPT
3 8 6 ,
S C ( I , 1 ) , S C ( I , 2 )
N o .
GO
n e e d i n g
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294
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c o o r d i n a t e
r e v i s i o n :
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96
GO T O
<! 84
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785
296
IN E R TIA
( f t . * 4 ) ' )
FORMAT( '
CURRENT MOMENTS
OF
________________________________
TYPE
384
.............................
............... ' / /
FORMAT ( '
TYPE
297
IN E R T IA ' )
F O R M A T (T 2 2 *'S P A N
MOMENT OF
TYPE
287
DO 2 9 9
I = Ir N O
TYPE
2 9 8 /
[ , 8 E A M ( I , 2 )
F O R M A T ! 2 3 X / I 1 / 1 6 X / F 7 . 2)
CONTINUE
TYPE
287
TYPE
529
7 5 6
7 5 7
7 5 8
7 5 9
7 6 0
761
7 6 2
7 6 3
7 6 4
76 5
7 6 6
7 6 7
7 6 8
7 6 9
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383
166
167
F O R M A T (T 5 r'
4774
4 775
169
170
I F ( ZZ I
I F ( Z Z .
TYPE
5
TYPE
1
FORMAT
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
384
297
298
299
%%
I F ( I ^ L
174
t?S?
47 8 8
47 8 9
4 7 9 0
47 9 3
4 794
4795
4 7 9 6
4 7 9 7
4 7 9 8
4 7 9 9
48 0 0
4801
480 2
480 3
480 4
480 5
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4 8 0 7
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481 2
481 3
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48 1 7
o f
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I
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3 8 6 /
S E A M (I/ 2 )
GO T O
296
TYPE
785
TYPE
529
TYPE
1 7 6/
EE
,
FORMAT (T 2 / ’ M o d u l u s
o f
TYPE
529
171
47 8 0
4781
47 8 2
47 8 3
47 8 4
478 5
Moments
176
172
173
FORMAT ( T 5 / *
M o d u lu s
GO
TO
FORMAT(
ACCEPT
GO T O
I
TYPE
78
LFLA G =I
221
C
C
C
RO I T I N E
TO
T l 0 / ’
S p e c i f y
6 6 3 /
EE
74
5
CHECK
ALL
new
INPUT
DATA
of
I n e r t i a
r e v i s i o n :
GO
O .K .
TO
( k s i >:
k s i ' )
I)
(Y /N ) ?
172
' / $ )
AGAINST
L IM IT A T IO N S
n ° B E AM( I : ! / I ) =SC( I / I ) - S C ( I - I r I )
R E A M O - I / 3)=SC ( I z Z ) - S C ( 1 - 1 / 2 )
232
IF(BEAMO-IO)^GE.1 0 0 .
LFLAG = ^
217
*
223
^
*
B EA M ( I - I , I ) . L E . 3 0 0 . )
GO
TO
223
LENGTH
GO
TO
EXCEEDS
205
i
FORM A T ( T 6 / ' - - >
224
.AND .
^
FORM A T ( T 6 / ' — > DATA
E R R O R - - S P AN
' / ! I r '
'L I M I T S
I F ( V D 3S . GE. ( - 1 . 0 )
.AND .
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LFLAG =Z
205
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DATA
ERROR--SPAN
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.AND .
SLOPE
' / I l / 1
EXCEEDS
1
BE A M ( I - I / 2 ) . L E . ( 9 9 9 . 9 9 ) )
GO
TO
LFLAG=Z
48 1 9
48 2 0
4821
23%
2S%
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8
8
8
8
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2S39
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FORMAT ( T < / ' - - - >
201
203
204
DATA
L IM IT S
IF ( E E ? G E . 1 C 0 0 0 .
ERROR —
SPAN
' / I l / '
MOMENT
OF
IN E R T IA
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.AND .
E E . L E . 9 9 9 9 9 . )
LFLAG=Z
TYPE
231
FORMAT 0 6 / ' - - >
DATA
ER R O R - - M O D U L U S
♦ ' L I M I T S
< - - ' )
I F C L F L A G . E « .2 )
GO T O 2 0 3
E=EE=CFI
BEAM( 5 / 1 ) =C.
DO 2 0 1
I = I /NO
, .
. .
B E A M ( S r I ) = B EAM ( 5 / 1 ) ? BE A M O / 1 )
GO
OF
TO
234
E L A S T IC IT Y
EXCEEDS
CONTINUE
GO T O
212
TYPE
529
F 0 R M A T O 5 /
'
ACCEPT
48
I F ( Z Z .N E . ' C ^
GO T O
284
P re s s
GO
" C "
TO
to
203
make
n e c e s s a r y
c o r r e c t i o n s .
',$)
' /
206
97
202
4841
RETURN
END
C ------48 4 4
4 845
SUBROUTINE
C D L L L < N 0 ,N 9 ,N R ,T L L z E N V E M ,E N V E V ,E N V E D ,E N V E R ,U D L V ,T R L L V /
*TR W V /D E LX , E D D
21%;
48 4 8
4 8 4 9
CHARACTER
C S U B R OU T I N E
TO
TLL
COMBI NE
DL
& LL
ENVELOPE
ORDI NATES
485 2
485 3
21%
4 8 5 6
4 8 5 7
2%%
4 8 6 0
4861
48 6 2
48 6 3
48 6 4
48 6 5
2
867
4 8 6 8
705
EDT(Iz3)«-ENVED(Iz3)+DELX(I)
C ON T I NUE
„ „ .
706
D 0 ENVEV< I z D = ENVEV ( I z I ) + ENVEV < I z 2 )
CON T I N U E
0 0 ENVERC I z 3 ) = E N V E R ( I z T ) + E N V E R C I z 2 )
707
THEN
708
C ONT I NUE
END I F
RETURN
END
S U B R OU T I N E
21%
4
4
4
4
4
871
8 7 2
8 7 3
87 4
8 7 5
23%
48 7 8
4 8 7 9
4 8 8 0
C
DI MENSI ONR E E A M ( 5 z 3 ) z C O N L L ( 3 z 2 ) z N O R D ( 3 z 2 ) z N O R D V ( 3 z 2 )
C S UB R OU T I N E TO COMPUTE I OT H
C OF THE CONCENTRATED AASHTO
'
20W
DO 6 1 5
489 4
489 5
4 8 9 6
4 897
489 8
48 9 9
4 9 0 0
4901
490 2
49 0 3
490 4
258%
9
9
9
9
9
0
0
0
1
1
7
8
9
0
1
Hi!
25%
615
25%
4 9 2 8
SI DE
z
1 )
1 )
THEN
E L S E I F ( D 9 . L E . D L 2 ) THEN
D2 = D L I
N S TW= 2
E L S E I F ( C 9 . L E . DL 3 ) THEN
D 2 = DL 2
NSTW=3
EL SE
D 2 = DL 3
N S TW= 4
END I F
I F C I . E 0 . 1 ) NS F w=NSTW
D3 = D9 - D 2
Cl = B E A M ( M S T W z I > _
N I = I N T ( I C.+D3/C1)
D4=N1*C1/10.
CONLLC I z 2 ) = 0 3 - D 4
Ml =N9* NSTW+N1- 9
N O R D C I z I ) =MI
N0RD(Iz2)=M1+1
N ORDV CI z 1 ) = M 1 + N S T W “ 1
N0RDV(I z2) =M1+NSTW
C ONT I NUE
RETURN
END
_______________________________________________
S U B R OU T I N E D I SDXCNOz 8 E A Mz D X z S C )
I M P L I C I T R E AL * 8 ( A - H z O - Z )
DI MENSI ON E E A M ( 5 z 3 ) z D X ( 5 ) z S C ( 5 z 2 )
49 1 5
4 9 1 8
49 1 9
49 2 0
4921
49 2 2
4 9 2 3
492 4
49 2 5
ON EACH
NSTW=I
2:%
4
4
4
4
4
z
I F ( D9.LE.DL1)
D 2 = O.
886
887
8 8 8
8 8 9
8 9 0
891
NUMBERS
LOADS
I=IzNP
D 9 = C 0 N L L ( I
21:2
POI NT
POI NT
D L I = B E A M d ,1 >
, x
DL2 = DL 1 + B E A M( 2 z 1 )
D L 3 = D L 2 + B E A M (3
48 8 3
4
4
4
4
4
4
_________________________________________________
CONPCN 9 z N P z B E A M , C O N L L , NORDz NOR D V z N S FW)
C S U B R OU T I N E
TO
COMPUTE GRA P H I C A L
L O C A T I ON S
OF BEAM
SUPPORTS
D X ( I ) =60.
293
0 0 DXC I ) = D X C D + ( S C C I z l ) - S C ( I z I ) ) * 4 0 0 . / B E A M ( S z I )
C ONT I NUE
RETURN
END
_
_______________________________________________
C
S U B R OU T I N E
C S U B R OU T I N E
TO
E O U A I ( NO)
DI SPLAY
SUPPORT
MOMENT
EQUAT I ONS
98
49 2 9
CALL
T A 9 L E T ( 'C E N TE R ' , 'L O N G ')
CALL
L T L I N E C (SUPPORT
MOMENT
EQUAT I O N S ) $ ' )
CALL
L T L I N E C ' -------------------------------------------- -------------------------- $ • )
CALL
C T L IN E C t S 1)
CALL
C T L I NE C t S ' )
I F C N 0 . E Q . 2 )
THEN
CALL
REQ2
ELSE
I FC N 0.E Q .3)
THEN
CALL
RE Q3
CALL
C T L IN E C t S ')
CALL
RE Q4
ELSE
CALL
RE Q 3
CALL
C T L IN E C t S ')
CALL
RE 9 5
CALL
C T L IN E C t S ')
CALL
RE Q 6
END
IF
CALL
C T L IN E C t S t )
CALL
C T L IN E C t S ')
CALL
L T L I N E C ' C R ) EMEMBER
THAT
THE
SUPPORT
VERTICAL
LOCATION
EXPRESS
* I O N ON THE
R IG H T -H A N D S ')
CALL
L T L I NE C ' S I DE O F T H E
EQUATIONS
IS
INDEPENDENT
OF
UNIT
LOAD
POS
* I T I O N ,
AND
THUS,
NOTS1 )
CALL
L T L I N E C t TO
OE
INCLUDED
FOR
COMPUTING
INFLUENCE
LINE
ORDINATES
* . S t )
CALL
C T L IN E C ' S ' )
CALL
C TL I N E C ' S ' )
CALL
L T L I N E C ' CP1RESS
C RE T U R N )
TO C O N T I N U E . . . I ' )
CALL
E N D T A B CO)
CALL
E N D P L CO)
RETURN
END
1239
•
49 3 2
49 3 3
12%
493 6
4 9 3 7
49 3 8
49 3 9
494 0
4941
494 2
494 3
4944
494 5
49 4 6
49 4 7
4 9 4 8
4 9 4 9
4 9 5 0
4951
4 9 5 2
495 3
495 4
495 5
4 9 5 6
4 9 5 7
49 5 8
4 9 5 9
49 6 0
4961
496 2
49 6 3
496 4
496 5
49 6 6
49 6 7
496 8
49 6 9
49 7 0
4971
49 7 2
4 9 7 3
497 4
497 5
497 6
4 9 7 7
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4981
4
4
4
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4
499 2
49 9 3
4 9 9 4
4 9 9 7
4 9 9 8
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1889
50
50
50
50
50
50
5 0
50
0
0
0
0
0
0
0
1
3
4
5
6
7
8
9
0
S8%
0 1
01
01
0 1
3
4
5
6
SUBROUTINE
TO
EQUA2 CNS)
DISPLAY
SPAN
MOMENT
EQUATIONS
CALL
TA BLETC' CENTER' , 'L O N G * )
.CALL
L T L I N E C ' CSPAN
MOMENT
EQ UATIO N) S ' )
CALL
L T L I N E C ' ------------------------------------------------------------ S ' )
CALL
C T L IN E C ' $ ' )
CALL
C T L IN E C 'S ')
I F CNS. E Q . I )
THEN
CALL
RE Q 7
ELSE
I F (N S .E Q .2 )
THEN
CALL
RE Q8
ELSE
IF C N S .E Q .3 )
THEN
CALL
REQS
ELSE
CALL
REQlO
END
I F
CALL
C T L IN E C 'S ')
CALL
C T L IN E C 'S ')
CALL
C T L IN E C ' $ ' )
CALL
L T L I NE C ' C P ) R E S S
CRETURN)
TO C O N T I N U E . . . S '
CALL
ENDTABCO)
CALL
E N D P L CO )
RETURN
END
9 8 4
985
986
9 8 7
98 8
9 8 9
tss?
ss%
5
5
5
5
SUBROUTINE
C
C
SUBROUTINE
C
C
C
SUBROUTINE
TO
)
EQUA3CNS)
DISPLAY
SHEAR
EQUATIONS
CALL
T A TLE TC ' CENTER' , 'LO NG ' )
CALL
L T L I N E C ' CSHEAR
E Q U A T IO N S ' )
CALL
L T L I N E C ' ----------------------------------------- S ' )
CALL
C T L IN E C 'S ')
CALL
C T L IN E C 'S ')
I F (NS . ES. I )
THEN
CALL
RE Q l I
ELSE
IF (N S .E Q .2 )
THEN
CALL
RE QI 2
ELSE
IF C N S .E Q .3 )
THEN
CALL
RE QI 3
ELSE
CALL
REQI 4
END
IF
CALL
C T L IN E C ' $ ' )
CALL
C T L IN E C S ')
CALL
C T L IN E C 'S ')
CALL
L T L IN E C ' (P)RESS
(RETURN)
TO
CALL
ENDTABCO)
CALL
E N D P L CO )
RETURN
END
C O N T I N U E . . . S ')
99
501 7
501 8
501 9
50 7 0
5021
502 2
SUBROUTINE
SUBROUTINE
CALL
E
Sg:;
503 3
503 4
>
RE QI 8
SUBROUTINE
SUBROUTINE
3831
( RETURN)
TO
C O N T I N U E . . . * ' )
EQUA5(NS)
TO
DISPLAY
DEFLECTION
EQUATION
CALL
L T L I N E C --------------------------------------------------------- * ' >
CALL
C T L I N E C * ' )
CALL
C T L I N E C * ' )
. I F ( N S . E Q . 1 ) THEN
CALL
RE Q 2 0
ELSE
IF (N S ,E Q .2 >
THEN
CALL
REQZl
ELSE
I F (N S .E Q .3 )
THEN
CALL
RE Q2 2
ELSE
CALL
RE Q 2 3
END
IF
CALL
C T L I N E ( 'S ')
CTLINEC*')
CALL
C TL I N E ( ' * ' )
CALL
( RETURN) TO CONTI
L T L I N E C ( P ) RESS
CALL
ENOTAE(O)
CALL
ENDPL (O)
CALL
505 3
505 4
383%
383#
505 7
06 0
061
06 2
063
3823
6
6
6
6
7
EQUATION
LTLINEI '(REACTI ON^EQUATION)*')
CALL
5 0 3 7
50 3 8
503 9
504 0
5041
5042
504 3
504 4
504 5
50 4 6
504 7
50 4 8
50 4 9
50 5 0
0
0
0
0
0
REACTION
ELSE
CALL
RE QI 9
END
IF
CALL
C T L I N E C * ' )
C T L I N E C * ' )
CALL
CTLI NEC' S' )
CALL
I T L I N E ( ' (P)RESS
CALL
ENDTAB(O)
CALL
ENDPL(O)
CALL
RETURN
END
383%
5
5
5
5
5
DISPLAY
CALL
L T L I N E C --------------------------------------------------- *
CALL
C T L IN E C ' $ ' )
CALL
C T L I N E C * ' )
I F ( I S N - E Q - I )
THEN
CALL
RE QI 5
ELSE
I F ( I S N .EQ .2)
THEN
CALL
RE QI 6
ELSE
I F ( IS N . E Q .3 )
THEN
CALL
RE Q 1 7
ELSE
I F ( I S N . E 0 . 4 ) THEN
50 2 6
50 2 7
5
5
5
5
E 0 U A 4 ( I SN)
TO
6
7
8
9
0
NUE... * ' )
RETURN
3%;;
END
507 3
38%
50
50
50
50
50
50
50
7
7
7
7
8
8
8
6
7
8
9
0
1
2
SUBROUTINE
C
SUBROUTINE
701
702
E
703
Isll
708
5091
50 9 2
50 9 3
709
704
GRAPHI
TO
TYPE
701
FORMAT('
TYPE
702
FORMAT('
TYPE
703
FORMAT( '
TYPE
704
FORMAT ( '
TYPE
708
FORMAT('
L X=30
SET
UP
THE
H
MONITOR
711
TYPE
CONTINU
DO
713
TYPE
CONTINU
L X =4 9 O
38%
5 0
50
5 0
50
51
51
51
9
9
9
9
0
0
0
6
7
8
9
0
1
2
8
I C- RA
1 , 2 6 , 1 , 8 0 ' )
! COL
C6 ' )
t VEC
0 , 0 , 6 3 9 , 0 , 6 3 9 , 3 4 9 , 0 , 3 4 9 , 0 , 0 ' )
! COL
C4 ')
3182
716
I = L
7 0 9
E
I = L
7 0 9
E
T YPE° 7 0 9
DO
716
I
TYPE
7
CONTINUE
DO 7 1 8
I
WORKSPACE
• PON
K ')
50 8 9
DO
AND
Y , L Y + 1 8 0 ,1 3
,
L X , I , L X * 5 , I
Y , L Y + 1 8 0 , 9 0
,
L X , I , L X + 1 0 , I
,
L X , L Y , L X ,LY + 1 80
= L Y , L Y + 1 8 0 ,1 8
0 9 ,
L X , I , L X - 5 , I
= L Y , L Y + 1 3 0 ,9 0
FOR
GRAPHING
100
TYPE
7 0 9 ,
C O N T I NUE
RETURN
END
5 I Oi
E
5
5
5
5
5
5
5
5
5
1 0 9
1 1 0
111
112
1 1 3
114
11 5
1 1 6
1 1 7
SUBROUTINE
G R A P H 2 (N 0 ,8 E A M ,S C ,U D L ,U L L ,T L L ,A A S H T 0 ,C 0 N L L ,A A S H T L ,
* U N I L L , A L L , D X I^ 3
^
^
Q_ z)
D IM ENS IO NR E E A N ( 5 , 3 ) , S C ( 5 , 2 ) , A A S H T O ( 3 ) , C O N L L ( 3 , 2 ) , U N I L L < 4 ) , D X < 5 )
CHARACTER
SUBROUTINE
ius h
5121
51 2 2
512 3
5124
512 5
5 1 2 6
51 2 7
51 2 8
51 2 9
51 3 0
5131
513 2
51 3 3
513 4
22
76
74
74
74
70
7
0
8
0
4
8
m
51 3 7
51 3 8
513 9
51 4 0
5 141
514 2
5143
514 4
514 5
5 1 4 6
51 4 7
51 4 8
5 1 4 9
5151
515 3
5
5
5
5
5
5
5
5
1 5 6
157
15 8
15 9
1 6 0
161
162
16 3
US#
IiSS
768
5171
770
Ir7S
51
51
51
51
51
51
51
7 6
7 7
7 8
7 9
8 0
81
8 2
518 5
111#
51 8 8
5 1 8 9
5 1 9 0
519 2
L X , I , L X - 1 0 , I
TO
ILL
, A A SH T L * 7 , A L L
GRAPH
BEAM
WITH
DL
S
LL
F0RMATCA12)
F O R M A T (F 5 .2 )
F O R M A T (F 8 .2 )
FORMAT ( 1 5 )
FORMAT(1 6 )
FORMAT ( '
! COL
CO')
FORMAT( ’
! COL
C2 ' )
! COL
CS ')
FORMAT('
!
C
O
L
C4 ' )
FORMAT('
• MON' )
FORMAT ( '
!
WOR
'
)
FORMAT ( '
, 12) )
rF O R M A ,T *(
! JUM' , 2 ('
DX , N0 )
CALL
GRAPH3(BEAM,SC
TYPE
I 55
TYPE
740
TYPE
741
SI 5 ' )
FORMAT ( 1
!VEC
6 0 , 3 1 5 , 4 6 0
I Y I = S I S
I Y2 = 3 O3
DO 7 4 5
1 = 6 0 , 4 6 0 , 4 0
CONTINUE
TYPE
744
I F ( T L L . E 9 . 1B ' )
THEN
Y l = 3 3 0 . 0
Y 2 = 3 1 S .O
*
DO
747
1 = 1 , NO
I F (UN I L L ( I ) . E 9 . 0 . )
GO T O 7 4 7
TYPE
7 4 5 ,
D X (I),Y 1 , D X ( I + 1 ) , Yl
FORMAT ( '
! V E C ,4 ( '
' , F 8 .3 ) )
D X 1 = ( D X ( I + 1 ) - D X ( I ) ) / 5 .
DO 7 4 7
X=DX(I ) , D X ( 1 + 1 ) ,DXI
TYPE
7 4 5 ,
X , Y 1 , X , Y 2
CONTINUE
ELSE
I F ( T L L . E O . ' C )
THEN
DWI = 6 0 . + C O N L L ( I , I ) * 4 0 0 . / B E A M ( 5 , 1
DW2=DW 1-12.
DW 3=DW 1-24.
X l = D W 1-28 .
X 2 = D W 1 -3 2 .
XS=DW I- 6 .
X4=DW 1+2.
X5 = D W l + 4 .
Y l = 3 2 0 .
Y 2 = Y 1 + 2 .
Y 3 = Y 1 + 1 4 .
Y4 = Y I + 1 2 .
Y 5 = Y 1 + 6 .
DWI , Y l , D W I , Y l
TYPE
7 4 5 ,
TYPE
768
!C IR
2 ' )
FO RM AK '
DW 2,Y2,D W 2,Y2
TYPE
745
TYPE
770
)
FO R M A K '
!C IR
4
DW 3,Y2,D W 3,Y2
TYPE
745 ,
TYPE
770
X 1 ,Y 2 ,X 2 ,Y 2
TYPE
745,
X 2 ,Y 2 ,X 2 ,Y S
7 4 5,
TYPE
X2, Y3 , X3, Y 3
745,
TYPE
X 3 ,Y 3 ,X 3 ,Y 5
74 5,
TYPE
X 3 ,Y 5 ,X 5 ,Y 5
TYPE
7 4 5 ,
X5 , Y 5, X5 , Y I
TYPE
745,
X 5 ,Y 1 ,X 4 ,Y 1
TYPE
745
X 3 ,Y 4 ,X 4 ,Y 4
TYPE
745
X 4 ,Y 4 ,X 4 ,Y 5
TYPE
745
X 1 + 8 . , Y 2 , X 1 + 1 2 . , Y 2
.......................
TYPE
7 4 5 .
THEN
ELSE
I F U L L . E Q . ' A' )
CONTINUE
END
IF
TYPE
748
LROW=S
L COL = 6 2
TYPE
6 1 3 ,
LROW,LCOL
I F t T L L . E Q . ' 9 ' )
THEN
)
101
51 9 3
51 94
519 5
51 9 6
5 I 97
519 8
5 1 9 9
5 2 0 0
5 201
520 3
5204
520 5
750
780
781
752
753
52 0 8
52 0 9
755
756
757
sm
SlH
SlH
75 R
5 220
siii
SllS
SIH
i
n
s
5 236
I
5241
52 4 2
sm
SIH
5 245
5 248
5 249
SIS?
SISI
5254
!ill
I
I
IlIg
E f t ) / ' )
E f t ) / ' )
A D IN G /'
2 . ) / 8 . )
THE
BEAMS
INTO
T HE
WORKSPACE
0 , 1 2 0 , 4 6 0 , 1 2 0 ' )
0 , 3 0 0 , 4 6 0 , 3 0 0 ' )
0,1
1 5 , 6 0 , 1
2 5 ' )
0 , 2 9 4 , 7 0 , 2 9 4 ' )
5 , 2 9 4 , 6 5 , 2 9 4 , 6 0 , 3 0 0 ' )
?5:i5):S
I
526 8
5 269
. * 4 ) / ' )
SUBROUTINE
G R A P H 3 E BE A M , S C , D X , NO)
I M P L IC IT
R EAL * 8
E A - H , 0 - Z )
DIMENSION
6 E A M C 5 ,3 ),S C C 5 ,2 ),D X C 5 )
SUBROUTINE
TO
GRAPH
C
729
FORMATE'
! COL
TYPE
729
TYPE
730
FORMATE'
730
! VEC 6
TYPE
731
FORMATE'
!VEC
6
731
TYPE
732
FORMATE'
6
732
! VEC
TYPE
733
5
733
FORMAT E'
! VEC
TYPE
734
5
FORMATE'
! FOL
734
DO
739
I = 2 , N O +1
XI = D X E D
X 2 = X 1 -S .
X 3 = X 1 + 5 .
5265
SIS#
TYPE
7 5 0 ,
ULL, '
k / f t '
F 0 F! M A T ( ' L L =
% F 5 . 2 / A 5 )
ELSE
I F ( T L L . E j . ' C ' )
THEN
TYPE
7 8 0 ,
AASHTL
FORMATE '
LL
=
',A 7 >
ELSE
I F C T L L . E Q . ' A ' )
THEN
TYPE
781
FORMATE'
LL
= 0 ' )
END
IF
L R O W= 4
TYPE
6 1 3 ,
LROW
U DL , ' ' 1 V U '
TYPE
7 5 2 ,
' , F 5 . 2 , A 5 >
FORMATE*
DL
=
TYPE
753
4 9 6 , 2 8 0 ' , '
!STR
FORMATE'
/ I
E ft
! VEC
TYPE
755
/X-ORD
FORMATE '
!STR
! VEC 4 9 6 , 2 6 6 ' , '
TYPE
756
! STR
/Y-ORD
4 9 6 , 2 5 2 ' , '
FORMAT E'
! VEC
TYPE
757
2 1 6 , 2 2 6 ' , '
!STR
/BEAM
L O
FORMATE '
! VEC
TYPE
758
2
0
0
,
2
2
0
,
3
2
8
)
FORMATE'
,
2
2
0
'
! VEC
L R O W= 6
DO 7 6 1
I= I ,NO
L C O L = IN T E E D X E I) - 2 4 . + E O X E I+ 1 I - D X ( I ) ) /
TYPE
6 1 3 ,
LROW,LCOL
TYPE
7 9 4 ,
H E A M E I,2)
C O N T I NUE
DO
766
I = I , NO+1
L C O L = IN T E E D X E I ) - 1 2 . ) / 3 . )
L R O W= 7
L C X = I N T ESC E 1 , 1 ) )
TYPE
6 1 3 ,
LROW,LCOL
TYPE
227
LCX
LROW=R
LROJ,LCOL
TYPE
613
SCEI , 2 )
TYPE
943
C O N T I NUE
TYPE
I 51
"RETURN
END
737
739
Y 3 = 1 1 5 . 0
Y 4 = 1 2 5 . 0
TYPE
7 3 5 ,
X 2 ,Y 1 ,X 3 ,Y 1
FORMATE'
! V EC' , 4 E'
' , F 8 . 3 ) )
TYd E 7 3 5 ,
X 1 ,Y 2 ,X 1 ,Y 2
TYPE
737
FORMATE'
!C IR
3' >
TYPE
7 3 5 ,
X 1 ,Y 3 ,X 1 ,Y 4
CONTINUE
RETURN
END
SUBROUTINE
GRAP H4 EN O , N 9 , B E AM, S C , D X )
I M P L IC IT
R E AL *8
E A -H ,0 -Z )
DIMENSION
E E A M E 5 ,3 ),S C C 5 » 2 ),D X < 5 )
C
C SUBROUTINE
TO
GRAPH
C
822
FORMATE A2 1 )
943
F0 R .MA TE F5 . 2)
849
F O R M A T E D )
TH E
BEAMS
WITH
I OTH-POINTS
102
5281
5
5
5
5
5
5
284
285
28 6
2 8 7
2 8 8
2 8 9
790
643
748
729
151
m
US?
5 2 0 2
529 3
5 2 9 6
52 9 7
598
5
5
5
5
5
5
3 0 0
301
30 2
30 3
304
30 5
Hg;
HS!
800
801
5 3 1 0
E
5314
53 1 5
5 3 1 6
531 7
531 8
53 1 9
53 2 0
5321
532 2
53 2 3
532 4
5 325
5 326
53 2 7
5 328
803
804
806
808
810
HSS
5
5
5
5
5
5
5
5
5
5
5
5
5
5
331
33 2
3 3 3
334
335
3 3 6
3 3 7
3 3 8
3 3 9
3 4 0
341
3 4 2
34 3
344
820
821
824
5 347
SSI?
HH
HH
HH
53 5 9
5 360
5 361
E
536 5
53 6 6
FORMAT(1 3 )
FORMAT(1 5 )
FORMAT C'
! COL
CO')
FORMAT ( '
! COL
C S ')
FORMAT ( '
! RON')
FORMAT ( '
!WOR')
FORMAT ( '
! J UM ' * 2 < '
' , 1 3 ) )
CALL
G R A P H 3 (8 E A M ,S C ,0 X ,N 0 )
TYPE
I 55
y p H S s ' o
Y 3 = 3 0 6 . 0
LR O U =4
LCOL=S
TYPE
7 2 )
TYPE
6 1 3 ,
LROW,LCOL
TYPE
598
FORMAT C
I •)
DO 8 0 3
I = I , NO
X l = D X ( I )
X2 = D X ( I + I >
DX2 = ( X 2 - X 1 ) 7N9
NPI = I * N 9 + 1
N P 2=N P 1-5
DO 8 0 1
X = X 1 ,X 2 ,D X 2
TYPE
8 0 0 ,
X ,Y 2 ,X ,Y 1
FORMAT( '
! V E C ' » 4 ( '
' , F 8 . 3 ))
CONTINUE
DO
80 3 X= X I , X 2 , D X 2 * 5 .
L C 0 L = I N T ( X / 3 . )
TYPE
8 0 0 ,
X ,Y 3 ,X ,Y 1
I F ( X . E 0 . X 1 )
GO T O
803
TYPE
6 1 3 ,
L R O U , LCOL
IF ( X . E Q . (X V D X 2 * 5 . ) )
THEN
TYPE
7 9 0 ,
NP2
ELSE
TYPE
7 9 0 ,
NPI
END
I F
CONTINUE
TYPE
804
"FO R M A T('
4 9 6 , 3 0 8 ' , '
! STR
!VEC
/ I O
TYPE
806
4 9 6 , 2 8 0 ' , '
!STR
/SU
FORMAT('
! VEC
TYPE
308
FORMAT( '
/ X !VEC
4 9 6 , 2 6 6 ' , '
!STR
TYPE
810
/ Y FORMAT ( '
4 9 6 , 2 5 2 ' , '
!STR
! VEC
L R O W I=6
L R OW2 = 7
L R OW 3 = 8
DO 8 2 0
I= i ,NO-n
L C O L = IN T ( ( D X (I ) + 4 . ) / 8 . )
TYPE
6 1 3 ,
LROU I , LCOL
TYPE
8 4 9 ,
I
L C O L = IN T ( ( D X ( I ) - 1 2 . ) / 8 . )
TYPE
6 1 3 ,
LR OU 2 , LCOL
L C X = I N T (S C ( 1 , 1 ) )
TYPE
6 4 3 ,
LCX
TYPE
6 1 3 ,
LR OU3 , LCOL
TYPE
94 3,
SC( I , 2)
C O N T I NUE
TYPE
821
! VEC
I 7 6 , 2 2 6 ' , '
! STR
/BE
FORMAT C
TYPE
748
TYPE
824
FORMAT( '
! VEC
1 6 4 , 2 2 0 , 3 5 6 , 2 2 0 ' )
TYPE
I 51
RETURN
END
SUBROUTINE
HCBLD( N
I M P L IC IT
R E AL * 3
( A
DIMENSION
L N I D L ( 4 )
CHARACTER
DO T * 5 , A A
O ,AX LE
- H , 0 - Z
, U N I L L
SH T L * 7
t h - P O I N T S / ' )
PPORT
N O . / ' )
O R D / ' )
O R D / ' )
AM
WITH
I O t h - P O I N T S / ' )
, D O T , A A S H T L , U N I D L , UN I L L , C O N L L , T L L , N S F W)
)
( 4 ) , C 0 N L L ( 3 , 2 )
, TL L
HARD COPY
BEAM
LOAD
DATA
C SUBROUTINE
TO
C
823
F O R M A T !/)
W R IT E ( 9 , 1 0 0 0 )
FORMAT ( ' I ' , / / / T 2 9 , ' > > > »
BEAM
LOAD
DATA
< < < < < • / / / / )
1 000
W R IT E ( 9 , 1 0 0 1 )
F O RM AT( Tl 3 , ' S P A N ' , 8 X , ' D L ' , 2 6 X , 1L L ' )
1001
W R IT E ( 9 , 1 0 0 2 )
F O R M A T ( T 3 2 , ' \ ---------------------------------------------------------------------------------------------------------------------------- - V
1002
W R I T E ( 9 , 1 OC3)
F O R M A T ( T 3 4 ,'U N IF O R M ',1 2 X ,'A A S H T 0
TR UC K')
1003
W R IT E ( 9 , 1 0 0 4 )
F O R M A T (T 2 3 ,' ( k / f t ) ' , 6 X , ' ( k / f t ) ’ , 6 X , ' (TYPE
: DOT
:
DLS
:
I 004
)
R A S ) * * ' )
103
5369
W R I T E ( 9 , 1 0C5)
F O R M A T ( T 1 0 z ' \ ------------------\ ----------------------------
1005
i ------------------------------\ ' / )
HM
HM
HM
DO I 0 0 9 I = I z N O
I F CT L L . EQ. ' A ' ) THEN
WRITE!9,1006) I , UNIDL(I)
,
. ,„
FORMAT(T 15z I1 z 7X z F 5.2z 9X ,'--z 1 8X /
E L SE I F ( T L L . E - l . ' 8 ' ) THEN
WRI TE ( 9 , 1 0 0 7 ) I , U N l D L ( D z U N I L L d )
FORMAT ( T 1 5 z I 1 z 2 ( 7 X , F 5 . 2 ) z 1 7 X z ' ------/ )
ELSE
1006
1007
' / )
5380
5381
HH
1008
5 387
1009
5390
5 391
5392
5393
1010
HM
10 11
5396
5397
H
S
#
5400
5401
5402
5403
5404
5405
5406
5407
5408
5409
5410
541 1
5412
541 3
5414
541 5
5416
5417
5418
ISIf
n
*
Hls
5386
1012
1013
ELWRITE(9,1006) I z UNIDL(I)
END I F
END
IF
CONT I NUE
W R I T E ( 9 , I OC5)
WRITE(9,823)
W R I T E ( 9 , 1 010)
F ORMA T ( T l 3 , ' * * T Y P E :
*)
WRITE(9,1011)
DOT :
F0RMAT(T14z '
W R I T E ( 9 , I O 12)
DLS :
FORMAT( T l 4 z '
*e e t ' / )
WRITE(9 ,101 3)
RAS :
FORMATdI 4 , '
*y) ' )
RETURN
END
S U B R OU T I N E HC 8 P D ( E E z N O z BE A Mz S C )
I M P L I C I T R EAL * 8 ( A - H z O - Z )
DI MENSI ON E E A M ( 5 z 3 ) z S C ( 5 z 2 )
S U B R OU T I N E
1014
TO
HARD COPY
1016
W R I T E ( 9 , 1 0 1 5
FORMAT ( T 3 3 , '
W R I T E ( 9 , 1 0 1 6
F 0 R M A T (T 2 4 z '
1017
F 0 Rf !
1015
1018
9 E AM P H Y S I C A L
WRITE( 9 , 1 0 1 4 )
-----r
FORM
A T (• '- I ■' , / / / T 2 7 , ' > > > > >
AT
BEAM
DATA
PHYSI CAL
)
NO
Number
o f
s p a n s . . . .
, 1 1 / )
)
EE
x
M o d u lu s
o f
E l a s t i c i t y . . . .
( T l 2 z 1 S PAN '
z
I 6 X z ' C O ORD I N AT ES '
z
DATA
<<<<<*////)
' z F9 . 2 , '
k s i • / / / / )
I 6 Xz ' L E N G T H
MOMENT
^FORMAT( T l 7 , "
5 422
5423
1019
F O R M A T d 2 1 D L E F T
H IS
1020
F O R M A T ( T 2 3 D X ' , 7 X , ' Y * ' , 1 0 X , ' X ' z 7 X , ' Y * ' , 7 X , ' ( f t ) ' z 5 X ,
1021
W R IT E ( 9 , 1 0 2 1 )
F 0 R M A T ( T 1 0 z ' \ -----------------N -----------------------------------------------------------\ -----------------------------------
5426
5427
H
I#
5 430
:3 ii
H%
1024
S U P P O R T ',7 X ,'R IG H T
C O N T I NUE
W R I T E ( 9 , 1 0 2 1 )
FORM A T ( / T 2 4 Z ' *
Y - c o o r d i n a t e
HS?
I M P L I C I T
R E AL * 8
(A -H z O -Z )
DIM ENSIO N
HC(42)
CHARACTER
TYPE * I 4 , LOCA * I 5
SUBROUTI NE
SUBROUTINE
TO
HARD
COPY
1026
5 454
1027
F O R M A T (T 2 3 D S P A N
HH
1028
s 5 i ; s : ; ; 5 8 f n ...........-
1024
1025
i s
( + )
m e a s u re d
d o w n w a rd .
')
HCILO(N0zN9zNSzILTzNUM,TYPE,L0CAzHC)
FORMAT d V
W
W R IT E ( 9 , 1 0 2 5
FORMAT ( T 3 3 , '
W R IT E ( 9 , 1 0 2 6
F O R M A T ( T 3 3 ,
E
(ft .*4) ' )
------------------- X —
IzSC (Iz1)zSC (Iz2)zS C (I+1z1)zS C (I +1z2)z8EAM(Iz1)z
RETURN
END
C
IN E R TI
SUPPORT')
F0RMAT(T14z I 1 z3Xz 2 ( F 5 .2 z3Xz F 5 .2 z4X )z F7.2z3X ,F 7 .2 /)
5437
5438
5439
5 442
5443
5444
5 445
5 446
5447
5448
5449
5450
1)
- - X ----------------------- V / )
D° W R I T E ( 9 z 1 0 2 2 )
5 43 1
5432
5433
5434
OF'
W R I T E ( 9 , 1 0 1 8 ) _______________________________________________________________________ x ' , 1 I X , '
INFLUENCE
L I NE
/ T 2 4 , • > > > > >
INFLUENCE
)
TYPE
T y p e :
' , A 1 4 / )
)
LOCAzNUM
'L o c a t i o n :
' , A 1 5 z I 2 / / )
I O t h - P O I N T
v
..................................... -
ORDINATES
L IN E
ORDINATES
I . L .
< < < « ' / / )
O R D IN A T E ')
............................................—
..................
v.
104
5
5
5
5
5
5
5
457
4 5 8
459
4 6 0
461
4 6 2
4 6 3
DO
1029
10 3 2
I= Iz N O
W R I T E ( 9 , 1 0 2 9 )
I
FO R M A TC T25/I1)
,
DO
I 032
J = I z N9 + 1
K = N 9 * ( I - 1 ) + J
^ W R I T E ( 9 : 1 0 3 0 )
KzHC(K)
ISSS
5
5
5
5
5
5
5
5
466
46 7
4 6 8
4 6 9
4 7 0
471
4 7 2
4 7 3
EL I F ( I . L E . N S
ENC
IS%
5
5
5
5
5
5
5
5
5
5
5
5
4 7 6
477
478
479
4 8 0
481
482
483
48 4
48 5
486
487
5 489
5 4 9 0
5491
ISSS
5494
549 5
54 9 6
5 497
549 8
5 499
l l
IIBS
IIS?
1032
CHARACTER
C S U B R OU T I N E
508
509
5 1 0
511
IlH
551 4
551 5
55 1 6
551 7
55 1 8
5519
55 2 0
5 52 1
1034
1037
1038
1039
I 040
C ----------
C
C
C
1041
1042
55 4 0
5541
IISS
5 544
t
D ENVELOPE
ENVELOPE
OR DI NA T E S
ORDINATES
< < < < < ■ / / )
-SHEAR
IO t h - P O IN T
MOMENT
DEFLECTIO
z 8X z
*N
N + + ' )
W R I T E ( 9 , 1 035)
F
0 R
RM
M AATT( T( 3T 53 5, z' (^ i ( f t - k i p ) , z 7 X z ' ( k i p ) , z 9 X z ' ( f t ) ' )
FO
U
O,-1I O
= 6A ))
WC
R TI T
TP
E f( 9
0 3
FORMAT(Tl 2 z 1\ -
W R I T E ( 9 , 1 0 3 7 )
I
FORMAT( Tl 6 , 1 1 )
DO
1 039
J = I , N 9 +1
KMD = N 9 * ( I - D t J
W R I T E ! ? ! I 0 3 8 ) 1 K MD , H C M( K M D ) z H C V ( K V ) z H CD( KMD)
FORMAT ( T 2 5 z l 2 z 6 X z F l 0 . 2 z 5 X z F 8 . 2 z 4 X , F 1 1 . 6 )
C O N T I NUE
W R IT E ( 9 , 1 0 3 6 )
FORM AT ? / T 2 3 z '
+ t
D eflection
is
( +)
measured
downward. ' )
_____________________
SUBROUTINE
HCSUR(NOzTLLzHCR)
I M P L IC IT
R EAL * 8
(A -H z O -Z )
DIMENSION
HCR( 5 , 3 )
CHARACTER
TLL
SU =
ii;?
ms
III?
III#
Vz
RETURN
END
1040
528
529
530
531
532
533
Mz
FORM A T ( * I ^ Z / / T 2 2 z A I 2 z '
1036
K z H C ( K t I)
TITL*12
HARD COPY
U = T T P f O . 1 0= 4)
F O R M A T ( T l 4 , ' SPAN
1035
THEN
HCMVD( N0 z N9 z T I TL z HCMz HCVz HCD)
1033
5524
5 525
5
5
5
5
5
5
TO
K.LE.N UM )
IF
ELW R I T E ( 9 , 1 0 3 1 )
END
IF
END
IF
CONTINUE
W R IT E ( 9 , 1 0 2 8 )
RETURN
END
S U B R OU T I N E
550 3
5
5
5
5
.AND.
1043
f o r m a t
’
d
D / / / T 2 4 ,
• > » »
SUPPORT
REACTIONS
( k i p s )
WRI T E (
FORMAT
* - - \ 1 Z )
DO 1 0 4
IF C T
9 ,1 042)
(Tl 5 z ' \
5
I = I z N O t I
L L .E Q . 'A M
----------------\ ------------------------------------------- X .................. ..................................V ............... ......................
THEN
FORMAT(T2o]l1,6x!]F9.2'lOXz'--',13Xz' - - - ' / )
1044
1045
C ---------
< < « < ' / / / / )
F O R M A T ( T 1 7 D S U P P OR T ' z S X z ' D L ' , I S X z 1 L L ' z I 2 X z ' D L t L L ' >
END
IF
CONTINUE
W R IT E ( 9 , 1 0 4 2 )
RETURN
END
______________________________________________
SUBROUTINE
LENGTH(JzSLzBEAMzNORD)
I M P L IC IT
R E AL * 8
(A -H z O -Z )
DIMENSION
8 E A M (5 z 3 )z N 0 R D (3 z 2 )
105
5
5
5
5
5
54 5
546
547
54 8
549
C
SUBROUTINE
5 553
=ISSS
S
S
^
ss%
DETERMINE
N = N O R D U , 2)
I F I N . L E . I I > THEN
SL = B E A M d , I )
ELSE
I F ( N . L E . 2 1 )
S L = HE A M ( 2 , I )
ELSE
I F C N . L E . 3 1 )
SL = BE A M ( 3 , I )
ELSE
SL =B E A M I4 , 1 )
END
IF
RETURN
END
_
5^9
5 560
5 561
5562
5563
5564
5565
5 566
5 567
5568
5569
TO
^
c
COMPUTATION
c
* * * * *
C
COMPUTE
OF
INFLUENCE
5605
S
S
8
#
560 8
56 0 9
5 610
561 I
561 2
56 1 3
5614
S
S
iS
56 1 7
561 8
561 9
56 2 0
5621
5 622
56 2 3
5624
5625
li
5
5
5
5
62 9
630
631
63 2
LINE
ORDINATES
SUPPORT
MOMENT
MOMENT
ORDINATES
COEFFICIENTS
* * * * *
FOR
LEFT
SIDE
OF
3-MOMENT
EQUATION
N I= N O - I
DO
100
I = I ,NI
I F I I . E Q . I )
THEN
B ( I ) = O .
ELB ( I ) = B E A M ( I , 1 ) * C F 2 / B E A M ( I , 2 )
5584
5 585
SSBZ
TLLOPD
C
SSSS
597
59 8
599
6 0 0
601
602
SUBROUTINE
__________________________________________________________________________________
I F A ( I ) = BE A M ( 1 + 1 d
5
5
5
5
5
5
IN
THEN
Dl I I ) = 2
5 88
589
590
591
592
5 9 3
594
595
USED
THEN
5 580
5 581
5
5
5
5
5
5
5
5
LENGTH
SUBROUTINE
L I N O R D ( E , N O , N 9 , R N 9 , A , B , D , D 1 , BEAM,SUPPM,SPANM,SHEAR,
,R E A C T ,D E L T A ,A B C ,C F 2,D E L S M )
ss%
ss%
ss;s
sss#
SPAN
I HO
C
)
/ B E AM
I
1 , 2 ) +BEAM
11 + 1
, 1
)
/ B E AM
11 + 1
) * C F 2 / B E A M ( 1+ 1 , 2 )
E LA ( I ) = 0 . O
END
IF
CONTINUE
COMPUTE
10?
. * ( B E A M ( I , 1
CONSTANTS
D ! > G2 = C F ? *
DO
I 04
K= N9*
GI = J /
FOR
RIGHT
SIDE
OF
3-MOMENT
B E A M ( I , 1 ) * * 2 . / f l E A M ( I , 2 )
J = O , N9
( I - D + J + 1
R N9
G 7 = ( G 1 * * 3 ! - 3 l * G 1 * * 2 . + 2 . * G 1 ) * G 2
G 8 = G 6 /6 .
G 9 = G 7 /6 .
I F ( I . E Q . I )
THEN
V A = - G6
VB = O .
VC = O .
ABC ( K , I ) = G 8
A B C ( K , 2 ) =O .
A B C ( K , 3 ) =O .
. AND.
ELSE
I F ( I . EQ.2
VA = - G 7
VB = O .
VC = O .
ABC( K ,1 )= G 9
A B C ( K , 2 ) =O .
A B C ( K , 3 ) =O .
.AND.
ELSE
I F ( I . EQ.2
V A = - G7
V B = - G6
VC = O ABC ( K , I ) =G 9
ABC ( K , ? ) = G8
ABC ( K , 3 ) =O .
.AND.
ELSE
I F O . E Q . 3
VA = O .
V3=-G 7
VC = O ABC( K, I ) = 0 .
A B C (K ,2 )= G 9
A B C ( K ,3 ) = 0 .
.AND.
ELSE
I F ( I .E Q .3
VA = O V B = - G7
V C = - G6
A B C ( K ,1 ) = 0 .
N O .E Q .2 )
THEN
NO .G T. 2 )
THEN
N 0 . E 0 . 3 )
THEN
N O . GT - 3 )
THEN
EQUATION
, 2 ) ) *CF2
106
A 9 C < K , 2 > = G9
A B C (K ,3 )= G 8
ELSE
VA = O .
VB=OVC=-G7
ABC ( K / 1 ) = 0 .
ABC < K / 2 ) = 0 .
AB C (K z3)=G 9
b 6 3 j
56 3 6
56 3 7
56 3 8
563 9
564 0
5641
564 2
564 5
56 4 6
5647
564 8
564 9
5 6 5 0
5651
565 2
565 3
565 4
565 5
56 5 8
565 9
END
IF
S U P P M (K zI)= V A
S U P P M ( K z 2 ) =VB
S U P P M ( Kz 3 ) =VC
C O N T I NUE
104
C
C TR I D I A G O N A L
DO
106
SOLUTION
OF
EQUATIONS
BY
E LIM IN A TIO N
1 1 0
K = I zN9*N0+1
OO
I 06
I = Iz N l
D ( I ) = D I ( I )
CONTINUE
DO
I 08
I = 2z NI
R = B ( I ) Z D ( I - I )
D ( I ) = D d ) - R * A( I - I )
S U P P M ( K z I ) = S U P P M ( K z I )*- R * S U P P M ( K z I - 1 )
108
S U P P M ( K z M ) = S U P P M ( Kz NI ) / D ( N i
DO
110
I = 2 , NI
)
S U P P M ( K z J ) = ( S U P P M ( K z J ) - A ( J ) * S U P P M ( K z J + 1 ) ) / D ( J )
5
5
5
5
5
6
6
6
6
6
6
6
6
6
6
2
3
4
5
6
5 669
567 0
5 671
567 2
567 3
5674
5675
56 7 6
5 677
56 7 8
5 6 7 9
56 8 0
5 681
5682
568 3
568 4
5 685
5 6 8 6
5 687
56 8 8
56 8 9
5 690
5691
569 2
569 3
5694
56 9 5
5 6 9 6
56 9 7
5 6 9 8
5 699
57 0 0
5701
5 702
57 0 3
CO NT I NUE
110
C
OMF
MPUTE
SUPPORT
MOMENTS
RESULTING
FROM
UNEVEN
SUPPORTS
C C
CO
C
0 0 D E L S M ( I ) = 6 ? * E ‘ ( B E AM ( I , 3 ) / B E AM ( I , I J - B E A M ( H I , 3 ) / B E A M ( U - I z D )
111
112
C O N T I NUE
DO 1 1 2
I = I z N l
D( I ) =DI ( I)
,CONTINUE
DO
113
1 = 2 , NI
R = B ( I ) Z D ( I - I )
D E L S M ( I ) = D E L S M ( I ) - R = D E L S M ( I - I )
113
D E L S M ( N I ) = DEL SM( N I ) / D ( N 1 )
DO
114
1 = 2 , NI
DEL S M ( J ) = (D E L S M ( J ) - A ( J ) = D E L S M U D D Z D ( J )
C O N T I NUE
114
C
*
*
REACTION
ORDINATES
* * * * *
C * * *
C
DO 1 2 2
I= Iz N O
DO
I 22
J = O z N9
O O= J Z RN?
A O = I.-B O
M= N 9 * ( I - I H J + 1
SM2=SUFPM(M,1)
SM3=SUFPM(M,2)
SM4=SUPPM(M,3)
I F ( N O . EQ.2)
SM 3 = O .
N 0 .E Q .3 )
I F ( I - E S - I )
VA = AC
ELSE
VA = O -
S M 4 .0 -
THEN
RE AC T(M z1)=V A+S M 2/BE AM (1z1
I F ( I . E U . I ) THEN
VA = BC
ELSE
I F( I . E Q . 2 )
VA=AC
ELSE
VA = O -
5 7 0 6
5 70 7
)
THEN
R E A C T ( M , 2 ) = V A - S M 2 * ( 1 . / B E A M ( 1 , 1 ) + 1 . Z B E A M t 2 z I ) ) * SM 3 Z B E A M ( 2 , I )
11 6
5 7 1 0
571 3
57 1 4
571 5
5 7 1 6
571 7
571 8
5 719
5 720
118
I F ( I - E 9 . 2 )
THEN
VA = BC
ELSE
I F d - E Q . 3)
VA=AC
ELSE
VA=O.
REACT(MzS)
THEN
= V A + S M 2 / 8 E A M ( 2 z 1 ) - S M 3 / B E AM( 2 , 1 )
RE A C T ( M z 5 ) = R E A C T (
I F ( I . E 0 . 3 )
THEN
m
) 3 ) - ( SM3- S M 4 ) /BE AM( 3 , 1 )
107
VA=BC
ELSE
I F C I . E Q . 4 )
THEN
V A = AG
ELSE
VA = O END
IF
R E A C K I ' , 4 ) = V A + S M 3 Z B E A . ' I ( 3 , I I - S M A / B E AM ( 3 , 1 )
I F ( N O . E Q - 3)
GO T O
122
R E A C T (M ,4 )= R E A C T (M ,4 )-S M 4 /9 E A M < 4 ,1 )
I F C I - E Q . 4)
THEN
VA = BC
ELSE
VA = OEND
IF
R E A C T (M ,5)= V A + S M 4/B E A M < 4 ,1 )
CONTINUE
5 /2 1
572 5
5 726
572 7
57 5 0
5731
5733
!1;%
5
5
5
5
5
5
5
5
5
5
5
5
5
73 8
739
7 4 0
741
7 4 2
7 4 3
744
745
746
74 7
7 4 8
7 4 9
7 5 0
122
C
COMPUTATION
OF
SPAN
MOMENT
C
DO I 4 6
I = IzNO
S L I =BEAMC1 ,1 )
S I I = B E A M C I,2 )/C F 2
DO
I 46
J = O , N9
X N = J = S L I / RN9
M = N 9 * C I - I ) + J +1
DO 1 4 6
K=IzNO
DO I 4 6
L =O, N9
N = N 9 *C K -1 )+ L + 1
C
* * * * *
SPAN
ii
5
5
5
5
75 8
7 5 9
760
761
5
5
5
5
5
5
5
764
765
76 6
7 6 7
768
7 6 9
77 0
i??l
5774
5 775
577 6
577 7
57 7 8
577 9
578 0
5 781
5782
5 783
57 8 4
5785
578 6
57 8 7
5 788
5 7 8 9
5 790
5791
579 2
57 9 3
5794
579 5
5 796
57 9 7
5798
579 9
580 0
5801
iisgl
5
5
5
5
5
80 4
805
806
80 7
RQ8
MOMENT
1 24
125
I 26
I 28
LINE
ORDINATES
* * * * *
GO T O
134
SPANMCNzM) = S M O K I - - J / R N 9 ) * S M 4
132
* * * * *
DEFLECTION
ORDINATES
S M 2 = S UPP MCN , 1 )
SM3 = SUPPMC N , 2 )
SM4=SUPPMCN,3)
I F C K .N E .I )
GO T O
A N = L * S L I / R N9
B N =S L I-A N
134
* * * * *
I 36
h DO=AN* C l - - J / R N 9 ) * C B N * * 2 - + 2 . * A N * B N - C S L 1 - X N ) * * 2 . )
/ C 6 . * E * S I I )
*
E L D 0 = B N * C J / R N 9 ) * C A N * * 2 - + 2 . * A N * B N - X N * * 2 . ) / C 6 . * E * S I 1 )
END
IF
GO T O
I 37
D O =■O
0 -.
C lI 3 88 , I 4 0 , 1 4 2 , I 4 4 ) , I
GO T O
D
E LL TT AA CCNN, ,MM) ) = D 0 + C J / R N 9 ) * S M 2 * C S L 1 - X N ) * C S L 1 + X N ) / C 6 . * E * S I 1 )
DE
GO T O
146
c s*
NO - E Q - 2 )
SM 3 = 0 .
Ii Fr C K-. E
Q .. 2e. - M i. v ,M
D EE LL TTAA CCNN, M
) )= D 0 + C J /R N 9 )* C S L 1 -X N )* C S M 2 * C 2 .* S L 1 -X N )+ S M 3 *
C S L I + X N ) ) / C6 . * E * S I l )
GO T O
1 46
-ANDN O -E Q -3)
SM 4=0.
I F CK - E R . 3
0
M )= D 0 + C J /R N 9 )* C S L 1 -X N )* C S M 3 * C 2 .* S L 1 -X N )+ S M 4 *
O EE LL T A (CNNz , M)
C S L I+ X N ) ) / C 6 . * E * S I 1 )
GO T O
146
D
O EE LL TTAA C
( NNzi M
M)) = D O + C J / R N 9 ) « S M 4 * C 2 . * S L I - X N ) * C S L 1 - X N ) / C 6 - *
E * S 11 )
136
137
138
140
142
144
C
INFLUENCE
GO TO 1 3 4
I F CK- E Q - 3 - A N D .
N O .E Q -3)
SM4 = 0 .
S P A N M C N ,M )= S M 0 + C 1 .-J /R N 9 )*S M 3 + J *S M 4 /R N 9
130
146
DEFLECTION
SM2 = SUPPMC N , 1 )
SM3=SUPPMCN,?>
SM4 = SUP°MC N , 3)
I F C K .N E .I )
GO T O
I 24
I F CL - L E - J )
THEN
SMO = S L I * C L / R N 9 ) * C 1 . - J / R N 9 )
ELSE
S M 0 = S L 1 * C J / R N 9 ) * C 1 . -L / R N 9 )
END
IF
GO TO 1 2 5
SMQ = O GO T O
1 1 2 6 , 1 2 8 , 1 3 0 , 1 3 2 ) , I
SPANMCN,M>=SMO-U *SM 2/R N 9
GO TO 1 3 4
I F CK- E U . 2 - A N D .
N 0 .E Q .2 )
SM3 = 0 .
S P A N M ( N , M ) = S M 0 + C 1 . —J / R N 9 ) * S M 2 + J * S M 3 / R N 9
-
C
ORDINATES
AND
CONTINUE
* * * * *
DO
SHEAR
ORDINATES
I 64
I = I ,NO
S L I= B E A M C 1 ,1 )
108
■> B U Y
581 0
581 I
581 2
5813
5814
5815
5 8 1 6
581 7
5818
58 1 9
582 0
5 821
58 2 2
OU
150
ISll
582 6
5 827
5
5
5
5
5
5
152
153
154
830
831
8 3 2
83 3
83 4
835
I 60
162
583 8
5 839
58 4 0
5841
5842
5 84 3
5844
5845
5 846
5 847
5 848
5 849
538 0
5 85 1
5852
5 85 3
5854
5 85 5
5 856
585 7
5858
5 859
586 0
5 861
5 862
5863
5864
5865
586 6
586 7
586 8
5 869
5 870
5 871
5872
5 873
5874
587 5
SUBROUTINE
L I V E ( N O , U L L , UN I L L )
I M P L I C I T
R E AL * 8
(A -H z O -Z )
DIMENSION
UN I L L ( 4 )
• CHARACTER
ZZ
C
C SUBROUTINE
TO
PLACE
LL
ON S P E C I F I E D
SPANS
C
48
FO RM AT( A l )
DO 6 5 1
I= Iz N O
648
TYPE
6 4 9 ,
I
o c c u p y
Span
No.
' ,1 1 ,
649
FO R M ATC TIO ,'
LL
w i l l
ACCEPT
4 8 ,
ZZ
Z Z - N E . 1N 1 )
GO T O 6 4 3
I F Cv Z
NG
E.- 1 Y
<. iZ •- "i
I ' -. A N D THEN
I Fr f CZ ZZ Z - E Q - 1 Y D
UN I L L ( I ) = U L L
ELSE
U N I L L ( I ) = O - O
END
IF
CO NT I NUE
RETURN
END
( Y / N )?
SUBROUTINE
PLOTI ( N O , N 9 , Y M AX zDX zGRAPH)
I M P L IC IT
R EAL *8
(A -H z O -Z )
DIMENSION
D X ( 5 ) ,GRAPHC 41)
SUBROUTINE
TO
GRAPH:
(4)
DEFLECTION
I - L - ,
XI = 6
X 2 =6
Y I = I
Y ? = 1
TYPE
DO
3
X=
DO
Si;?
5 878
5 879
III?
58 8 ?
5 8 8 3
588 4
5885
5 886
58 8 7
5 888
5 889
5 890
5 891
5 892
5 893
5 894
5 895
5 896
164
J = 1,N9 + 1
8 = < N9 + 1 > * ( I - I ) +J
N2 =0
DO
164
K = 1,N 0
DO
I 64
L =9»N9
N = N 9 *C K -1 )+ L + 1
N N = N + N2
SM2 = S U P P M ( N , 1 )
SM 2=SU?PM (N,2)
S M 4 = S U P P ,1 ( N , 3 )
I F ( K . N E . I)
GO T O
152
I F ( L . L T . J )
THEN
V 0 -- L /R N 9
ELSE
V O = I - - L / RN9
END
IF
GO TO 1 5 3
VO = GGO T O
(1 5 4 / 1 5 6 , 1 5 8 , 1 6 0 ) , I
SHEAR(M N ,M) =V0 + SM2/SL1
GO T O
162
I F C K -E Q - 2 -AN D .
N O - E Q - 2)
SM3=0.
S H E A R ( N N , M ) = V 0 + (SM 3 - S M 2 1 / S L 1
GO T O I 6 2
IF ( K - E 9 . 3
-AND.
N O .E Q -3)
SM4 = 0 .
S H E A R (N N ,M )=VO+(S M 4 -S M 3 ) /S L I
GO TO 1 6 2
SH EAR(NNzM )=V 0-S M 4/S L1
I F f K - E Q - I
-AND .
L - E Q - ( J - D )
THEN
SHEARfNN+ 1 z M )= S H E A R (N N ,M )+ 1 .
N2 = I
END
IF
C O N T I NUE
RETURN
END
338
339
( I )
(5 )
-M
I . L . ,
(2)
+ M I -L - ,
(3)
REACTION
MOMENT
ENVELOPES,
$
(6)
DEFLECTION
0 .
O.
2 0 .
2 0 . + G R A P H ( I ) * 9 0 . ZYMAX
533,
X 1 /Y 1 ,X 2 ,Y ?
39
I= Iz N O
( DX( I + D - O X ( I ) >/N 9
539
J = 1 ,N 9
K = N 9 * ( I - D +J
K l =K+1
X l =DX ( I ) + ( J - D * X
X 2 =X I +X
Y I = 1 2 0 . +G R A P H (K )* 9 0 . /YMAX
Y 2 = 1 2 0 . + G R A P H C K D * 9 0 . ZYMAX
TYPE
3 3 8 ,
X l , Y l ,X 2 , Y 2
>
FORMAT(
I V E C • ,.4 (r 'I
' , FI 1 0 . 3 ) )
C O N T I NUE
X I= X ?
X 2 = 4 60 .
Yl = Y 2
Y 2 = I 2 0 TYPE
3 38,
X 1 ,Y 1 ,X 2 ,Y 2
RETURN
I - L - ,
CURVES.
109
END
5897
5 898
5 899
5902
5903
5906
5907
5908
5 909
5910
5911
SKI
5914
591 5
5916
591 7
5918
5919
C
C S U B R OU T I N E TO PLOT SHEAR I . L . ' S
C
X l =60.
X2 =6 0.
Yl = 1 2 0 .
Y 2 = I 2 0 . + GR A P H ( I ) * 9 0 . / YMAX
TYPE 4 38 z X 1 z Y 1 z X 2 z Y 2
DO 4 3 9 I = I z N O
i r < I . E Q . N S ) THEN
MN9=N9 4l
ELSE
MN 9 = N 9
END I F
X = ( D X ( 1 + 1 ) - DX ( I ) ) / N9
DO 4 3 9 J =1 z MN9
I F ( I . G T . N S ) THEN
K = N 9 * ( I - 1 ) + J +1
ss:?
K = N 9 * ( 1 - 1 ) +J
END I F
K I =K+ I
Y I = 1 2 0 . + GRAPH( K ) * 9 0 . / YMAX
Y 2 = 1 2 0 . + G R A P H ( K I ) ‘ 9 0 . / YMAX
I F ( K . E U . I L P > THEN
XZ = X I
5922
5923
5924
5925
5926
5927
SSIS
5930
5931
5 932
5933
5934
5935
438
439
sss#
5938
5939
5940
5941
5 942
5943
SS2S
S
SS?
5 952
5953
5954
5955
X2 = X I + X
END I F
TYPE 4 38z X 1 z Y 1 z X 2 z Y 2
FORMAT ( ' ! V E C z A t 1 ' z F 1
X I =X2
C ONT I NUE
X 2 = 4 6 O.
Y I = Y2
Y2=120.
TYPE 4 38 z X 1 z Y 1 z X 2 , Y 2
RETURN
END
0 .3 ) )
C
S U B R O U T I N E P L 0 T 3 ( NOz N 9 z N P , N V E z TL L z 8 L E N GT H z YM A X z DXz NO RDV z C O N L L z
‘ G R A P H , WOR D )
SS2I
5946
5 94 7
C
S U B R OU T I N E P L O T 2 ( I L P , N O , N 9 z N S / Y M A X , D X , G R A P H )
I M P L I C I T R EAL * 8 ( A - H z O - Z )
DI MENSI ON DX( 5 ) z GRAPH( 4 2 >
DI MENSI ONR C X ( 5 ? z NORDV ( 3 z 2 ) z CONL L ( 3 z 2 ) z GRA PH( 4 4 ) z WORD( 3 z 2 )
CHARACTER TLL
C S U B R OU T I N E
C
100
200
S
SSf
5958
5 959
ssg?
5 962
5963
S
S2I
5966
TO
GRAPH
SHEAR
NWI =O
I F ( NV E. E9 . I
.OR.
T
DO
I 00
I = IzNP
IF ( CONLL ( I z D . G T
C O N T I NUE
X I = 6 0 .
X2 = 6 0 .
Y I = I 2 O.
Y 2 = 1 ? 0 . + G R A P H (1 )‘ 9
TYPE
7 63 z
X 1 ,Y 1 ,X 2
DO 7 8 4
I= Iz N O
X = ( D X ( I + 1 ) - DX ( I )
DO
765
J = I z N9
K = (N9 + 1 ) * ( I - I )
K I =K + I
Y I = I 2 0 . +GRAPH(
Y 2 = 1 2 0 . + G R A P H
ENVELOPES
L L .E 9 .
'B * )
.O .O )
NWI=I
GO
TO
200
0 . /YMAX
,Y 2
> /N9
+ J
K ) * 9 0 . /YMAX
( K I ) * 9 0 . /YMAX
5967
I F (N V E .E Q .1
.O R .
T L L . E Q . ' B ' )
I F ( K . Ea.N O R O V(NW I, I ) )
THEN
SS2S
5970
5 971
S
SSI
5974
300
5975
5977
5978
5979
5980
5981
5 982
5 983
5984
400
GO
TO
XS = XI
Y 3= Y I
X 4 = 6 0 . + C O N L L ( N W l z I ) * 4 0 0 . / B LENGTH
Y 4 = 1 2 r . + W O R D ( N W I z I ) * 9 0 . / YMAX
Y 5 = I 2 ( 1. +WORD ( N W1 , 2 ) * 9 0 . / YMAX
TYPE 7 6 3 . ■ X 5 , Y 3 z X 4 , Y 4
TYPE 7 6 3 , X 4 , Y 4 , X 4 , Y 5
NWI =NWl - I
I F ( N U I . L T . I ) GO TO 4 0 0
I F ( K . EO . NORDV ( N W 1 , 1 ) 1 THEN
X 3 = X4
Y 3 = Y5
GO TO 3 0 0
END I F
TYPE 7 6 3 , X 4 z Y 5 , X 2 z Y2
500
110
b VKS
5 9 8 6
5 98 7
598 8
59 8 9
599 0
5991
599 2
599 3
59 9 4
59 9 5
59 9 6
5 9 9 7
59 9 8
5 9 9 9
6 0 0 0
6001
6 0 0 2
6 0 0 3
600 4
600 5
60 0 6
6 0 0 7
60 0 8
6 0 0 9
601 0
601 I
6 0 1 2
601 3
601 4
6015
6 0 1 6
601 7
601 8
60 1 9
2819
6
6
6
6
6
6
0
0
0
0
0
0
2
2
2
2
2
2
2
3
4
5
6
7
60 3 0
6031
23%
60 3 4
603 5
2839
6
6
6
6
0 3 8
0 3 9
0 4 0
041
2823
6
6
6
6
6
6
6
6
04 4
04 5
04 6
04 7
0 4 8
0 4 9
0 5 0
051
2833
605 4
605 5
2839
60 5 8
60 5 9
6 0 6 0
6061
6 0 6 2
6 0 6 3
606 4
6065
60 6 6
6 0 6 7
60 6 8
6 0 6 9
60 7 0
6071
60 7 2
GO
END
500
763
764
765
784
TO
/64
IF
TYPE
7 6 3 ,
X 1 , Y 1 , X 2 , Y 2
FORMAT C
! V E C , 4 1 '
’ , F 1 0 . 3 ) )
X I =X2
CONTINUE
I F CI . EQ.8 0 )
GO T O 7 8 4
< 2 = K I +1
Yl =Y2
Y 2 = 1 2 0 . + G R A P H ( K Z ) * 9 0 . / YMAX
XZ=XI
TYPE
7 6 3 ,
X 1 ,Y 1 ,X 2 ,Y 2
CONTINUE
X I = XZ
Y I=Y Z
Y Z = I 2 0 .
TYPE
7 6 3 ,
X 1 ,Y 1 ,X 2 ,Y 2
RETURN
END
SUBROUTINE
P L P T ( X 3 , Y O R D , YM A X , Y 3 )
I M P L IC IT
R EAL*8
( A - H , 0 - Z )
C
C SUBROUTINE
TO
PLOT
I . L .
ORDINATE
C
748
FORMAT ( '
! COL
CO')
Y 3 = I 2 0 . + Y 0 R D * 9 0 . / Y MA X
TYPE
748
TYPE
7 8 2 ,
X3,Y3
782
FORMAT C'
!V E C ' , 2 1 '
' , F I 0 . 3 ) )
TYPE
783
783
FO RM ATC
! CIR
2' )
RETURN
END
-C
THE
FOLLOWING
SUBROUTINES
REQI
THROUGH
R EQ 2 3 A R E
THE
FUNDAMENTAL
EQUATIONS
WHICH
APPEAR
IN
BOTH
THE
DEVELOPMENT
AND A P P L I C A T I O N
SEGMENTS
OF
THE
PROGRAM
C
C
C
C
C
-C
SUBROUTINE
REQI
CALL
L T L I N E f ' > 0 - 4 . 5 T . 5 P E . 4 ) ( M > E . 2 ) N > H . 8 ) - 1 > H X E . 4 ) L > E . 2 ) N > E X U B 4 L 1 .8
*) C I > L 2 . ) N > L X A 1 ) V )
CALL
L T L I N E f ' > 0 - 3 . 0 T 1 . 2 L . 7)
+
2 ( M >L. 9 ) N>L 1 . H2 : 8 > L XHX)$ ')
CALL
L T L I N E f ' > 0 - 1 . 5 T 2 . I P E .4 ) L > E .2 ) N > E X U G L 1 . 8 ) f I > L 2 . ) N > L . 7)
+
>LXPE
* . 4 ) L > E . 2 ) N > H . 8 ) + 1 > H X E X U G L 1 . 8 ) t I > L 2 . ) N > H . 8 ) + 1 > H X L 1 . H 2 : 9 > L X H X ) V )
CALL
L T L I N E f ' > T 3 . 3 L . 7)
+ >LX P E. 4 ) f M>E. 2 ) N>H . 8 ) + 1 >HXE. 4 ) L > E . 2 ) N>H.8
* ) + 1 >H X E X U B 6L1. 8 ) f I > L 2 . ) N > H . 8 ) + 1 > H X L X ) S ')
CALL
L T L I NE f ' > 0 1 . 5 T 4 . 6 L . 7 ) =
-6 (R >
+ 6 f E>L I . H 2. : 8 > L XHX) I ')
CALL
L T L I N E ( ' > 0 3 . 0 T 6 . I P E , 4 * D ) > E . 2 ) N > E . 4 ) - * D ) > E . 2 ) N > H . 8 ) - 1 > H XE X U B 5 L
* 1 . 8 ) L > L 2 . ) N > A 3 L . 7 ) - > L X ) V )
CALL
L T L I N E C > 0 4 . 5 T 7 . 2 P E . 4 * D ) > E . 2 ) N > H . 8 ) + 1 > H X E . 4 ) - * D ) > E . 2 ) N > E XUBSL
* 1 . 8 ) L > L 2 . ) N > H . 3 ) + 1 > H X A 1 L 1 . H 2 : 9 > H X L X ) V )
RETURN
END
SUBROUTINE
RE Q2
CALL
L T L I N E C > 0 - 1 . 5 T 1 . 5 L . 7 ) 2 f M > L . 9 H . 8 ) 2 > L 1 . H 2 : 8 > L X H X P E . 4 ) L > E . 2 H . 8)
* 1 > H X E X U G L 1 . S ) f I > L 2 . H . 8 ) 1 > H X L . 7 )
+ > L X P E . 4 ) L > E . 2 H . 8 ) 2 > E X H X U G L 1 . 8 ) ( I
* > L 2 . H . 8 ) 2 > L 1 . H 2 . : 9 ) > H X L X ) I ' )
CALL
L T L I N E C > T 3 . 1 L . 7 ) = - 6 t A)
+ 6 ( E> L I . H2 : 8 ) > L X H X ) $ ' )
CALL
L T L I N E C >0 I . 5 T 4 . 5 P E . 4 * D ) > E . 2 H . 8 ) 2 > H X E . 4 ) - * D ) > E . 2 H . 8 ) 1 > H X E X U R 3
* L 1 . 8 ) L > L 2 . H . 8 ) 1 > H X A 1 L . 7 )
- > L X ) $ ' )
CALL
LTL IN E C > 0 3 . 0 T 5 . 4 P E . 4 * D ) > E . 2 H . 8 ) 3 > H X E . 4 ) - * D ) > E . 2 H . 8 ) 2 > H X E X U B 3
* L 1 . 8 ) L > L 2 . H . 8 ) 2 > A 1 H 2 L 1 . : 9 > H X L X ) V )
RETURN
END
SUBROUTINE
REQ3
CALL
L T L I N E C > 0 - 3 . O T I. L . 7 ) 2 f M > L . 9 H . 8 ) 2 > L I . H 2 : 8 > L X H X P E . 4 ) L > E . 2 H . 5 ) I
* > H X E X U G L 1 . S ) t I > L 2 . H . 8 ) 1 > H X L . 7 )
+
> L X P E . 4 ) L > E . 2 H . 9 ) 2 > E X H X U G L 1 . 8 ) ( I >
+ L 2 . H. 8 )2 > L 1 . H 2 : 9 ) > H X L X ) S * )
CALL
L T L I N E O O - 1 . 5 T 2 . 7 L . 7 ) +
t M > L . 9 H . 8 ) 3 > L 1 . H 2 : 8 > L X H X P E . 4 ) L > E . 2 H . 8
* ) 2 > H X L X U G L 1 . 8 ) t I > L 2 . H . 3 ) 2 > L 1 . H 2 : 9 ) > H X L X ) V )
CALL
LTL I N E C > T 4 . 0 L . 7 )=
- 6 ( A )
+ 6 ( E > L 1 . H2 : 8 ) > L X H X ) V )
CALL
L T L I N E f 1> 0 1 . 5 T 5 . 4 P E . 4 * D ) > E , 2 H . 8 ) 2 > H X E . 4 ) - * D ) > E . 2 H . 3 ) 1 > HXEXUB3
* L 1 . 3 ) L > L 2 . H . 8 ) 1 > H X A 1 L . 7)
- > L X ) * ’ )
CALL
L T L I N E C > . 0 3 . 0 T 6 . 3 P E . 4 * D ) > E . 2 H . 8 ) 3 > H X E . 4 ) - * D ) > E . 2 H . 8 ) 2>HXEXUB3
* L 1 . 8 ) L > L 2 . H . 8 . 2 > A 1 H 2 L 1 . : 9 > H X L X ) S ' )
RETURN
FND
SUBROUTINE
RE94
CALL
L TL I N E C > 0 - 3 . 0 T 1 . L . 7 ) ( M > L . 9 H . 8 ) 2 > L 1 . H 2 : 8 > L X H X P E . 4 ) L > E . 2 H . 8 ) 2 >
* H X E X U G L 1 . 8 ) ( I > L 2 . H . 8 ) 2 > L 1 . H 2 : 9 ) > H X L . 7 )
+ > L X ) $ ' )
C AAL
L. lL—
T*L
L-L
IN
NLE
M
A
LL
_\C >^ 3V- 1 . 5 T 2 . 2 L . 7 ) 2/ (C
A >1 L .I 9 H . S > 3 > L 1 . H 2 : 8 > L X H X P E . 4 > L > E . 2 H . 6 >
:
v
,
,
—
i
1
"
i
^
+
>
L
X
P
E
. 4 ) L > E . 2 H .8 )3 > E X H X U G L 1 . 8 ) ( I
* 2 > H X E X U 3 L 1 . 8 ) ( I > L 2 . H. 8 ) 2 > H X L . 7)
* > L 2 . H . 8 ) 3>L1 . H 2 : 9 ) > L X H X )C >
CALL
L T L I N E ( : > T 3 . 9 L . 7 > = - 6 ( 8 )
+ 6 ( E > L I . ri2 : 8 ) > L X H X ) V )
CALL
L T L I NE(■ > 0 1 . 5 T 5 . 3 P E . 4 * D ) > E . 2 H . 3 ) 3 > H X E .4 ) - * D )> E .2 H .8 )2 > H X E X U B 3
Ill
6
6
6
6
6
0
0
0
0
0
7
7
7
7
7
3
4
5
6
7
as;#
6 0 8 0
6081
60 8 2
6 0 8 3
60 8 4
608 5
60 8 6
6 0 8 7
6 0 8 8
60 8 9
6 0 9 0
6091
60 9 2
60 9 3
609 4
6095
2839
6
6
6
6
0 9 8
0 9 9
1 0 0
101
218S
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
0 4
0 5
0 6
0 7
0 8
0 9
1 0
11
1 2
1 3
1 4
1 5
1 6
1 7
1 8
1 9
211 ?
6 1 2 2
61 2 3
21%
6 1 2 6
612 7
61 2 8
6 1 2 9
6 1 3 0
6131
61 3 2
61 3 3
61 3 4
613 5
61 3 6
6 1 3 7
61 3 8
6 1 3 9
61 4 0
6141
6 1 4 2
614 3
614 4
614 5
6 1 4 6
6 1 4 7
61 4 8
6 1 4 9
6 1 5 0
6151
61 5 2
6 1 5 3
615 4
615 5
6 1 5 6
6 1 5 7
6 1 5 8
61 5 9
61 6 0
* L 1 . 8 ) L > L 7 . H . 8 ) 2 > H X A 1 L . 7 )
->LX > V )
CALL
L T L I N E ( , > 0 3 . 0 T 6 . 2 P E . 4 * D ) > E . 7 H . 8 ) 4 > H X E . 4 ) - * 3 ) > E . 2 H . 8 ) 3 > H X E X I I R 3
* L 1 . 8 ) L 5 L 2 . H . 8 ) 3 > A 1 H 2 L 1 . : 9>H X LX ) $ ' )
RETURN
END
SUBROUTINE
RE 0 5
CALL
L T L I N E t 1> 0 - 4 . 5 T . 5 L . 7 ) ( M > L . 9 H . 8 ) 2 > L 1 . H 2 : 3 > L X H X P E . 4 ) L > E . 2 H . S ) 2 >
* H X E X U G L 1 . 8 ) ( I > L 2 . H . 8 ) 2 > L 1 . H 2 : 9 ) > H X L . 7 )
+ > L X ) $ ')
CALL
L T L I N E ( ' > 0 - 3 . 0 T 1 . 6 L . 7 ) 2 ( M > L . 9 H . 8 ) 3 > L 1 . H 2 : 8 > L X H X P E . 4 ) L > E . 2 H . 6 )
* 2 > H X E XUGL I . 8 ) ( I > L 2 . H . 8 ) 2 > H X L . 7 )
+ > L X P E . 4 ) L > E . 2 H . 8 ) 3 > E X H X U G L 1 . 5 ) ( I
* > L 2 . H . 8 ) 3 > L 1 . H 2 : 9 ) > H X L X ) V )
CALL
L T L I N E O O - 1 . 5 T 3 . 3 L . 7 ) +
<M > L . 9H . 8 ) 4 > L I . H 2 : 3 > LXH X P E . 4 ) L > E . 2H . 8
* ) 4 > H X E X U G L 1 . 3 ) ( I > L 2 . H . 8 ) 2 > L 1 . H 2 : 9 ) > H X L X ) T ' )
CALL
L T L I N E O T 4 . 6 L . 7 ) =
- 6 ( 0 I
+ 6 ( E >L I .H 2 : 8 ) >L X H X > S • )
CALL
L T L I N E ( , > 0 1 . 5 T 6 . 1 P E . 4 * D ) > E . 2 H . 8 ) 3 > H X E . 4 ) - * D ) > E . 2 H . 8 ) 2 > H X E X U B 3
* L 1 . S ) L > L 2 . 8 . 3 ) 2 > H X A 1 L . 7 )
- > L X ) $ ' )
CALL
L T L I N E ( , > 0 3 . 0 T 7 . 0 P E . 4 * D ) > E . 2 H . 8 ) 4 > H X E . 4 ) - * D ) > E . 2 H . 8 ) 3 > H X E X U P 3
* L 1 . 8 ) L > L 2 . h .8 )3 > A 1 H 2 L 1 . : 9 > H X L X ) $ ' )
RETURN
END
SUBROUTINE
RER6
CALL
L TL I N E C > 0 - 3 . 0 T 1 . L . 7 ) ( M > L . 9 H . 8 ) 3 > L 1 . H 2 : 8 > L X H X P E . 4 ) L > E . 2 H . 8 ) ^ >
*H X E X U G L 1. 8 ) ( I > L 2 . H . 8 ) 3 > L 1 . H ? : 9 ) > H X L . 7 )
+ > L X ) i ' )
CALL
L T L I N E C > 0 - 1 . 5 T 2 . 2 L . 7 ) 2 ( M > L . 9 H . 3 ) 4 > L 1 . H 2 : 8 > L X H X P E . 4 ) L > E . 2 H . 6 )
* 3 > H X E X U G L 1 . 8 ) ( I > L 2 . H . 8 ) 3 > H X L . 7 )
+ > L X P E . 4 ) L > E . 2 H . 8 ) 4 > E X H X U G L 1 . 8 ) ( I
* > L 2 . H . 8 ) 4 > L 1 . H 2 : 9 ) > L X H X ) V )
CALL
L T L I N E t ' > T 3 . 9 L . 7 ) =
- 6 ( 0
+ 6 ( E> L I . H2 . : 8 ) > LXHX) $ ' )
CALL
L T L I N E ( , > 0 1 . 5 T 5 . 3 P E . 4 * D ) > E . 7 H . 8 ) 4 > H X E . 4 ) - * D ) > E . 2 H . 8 ) 3 > H X E X U B 3
* L 1 . 8 ) L > L 2 . h . 8 ) 3 > H X A 1 L . 7)
- > L X ) V )
CALL
L T L I N E C > O 3 . 0 T 6 . 2 P E . 4 * D ) > E , 2 H . 8 ) 5 > H X E . 4 ) - * D ) > E . 2 H . 8 ) 4 > H X E X U B 3
* L 1 . 8 ) L > L 2 . H . 8 ) 4 > A 1 H 2 L 1 . : 9 > H X L X ) i ' )
RETURN
END
SUBROUTINE
REQ7
CALL
L T L I N E O T I . O P E . 4) (SPAN
I > > E X U A 8 0 I . I L . 7 ) ( M> L . 9 ) X > L . 7 )
=
(1 > L .
* 9 ) 0 > L . 7)
+
( M > L . 9 H . 8 ) 2 > L 1 . H 2 : 8 > L X H X P E . 4 ) X > E X U G L 1 . 8 ) L > L 2 . H . 8 ) 1 > L 1 . H
* 2 : 9>L X H X )$ ')
RETURN
END
SUBROUTINE
REQ3
X ALL
L T L I N E ( ' > T 1 . 0 P E . 4 ) ( SPAN
2 ) > EXU A 8 0 I . I L . 7 ) ( N > L . 9 ) X > L . 7 )
=
(M>L.
* 9 ) 0 > L . 7 )
+
( M > L . 9 H . 8 ) 2 > L 1 . H 2 : 8 > L X H X P E . 4 ) L > E . 2 H . 8 ) 2 > H X E . 4 ) - X > E X U 8 3 L
* 1 . 8 ) L > L 2 . H . 8 ) 2 > A 1 L 1 . H 2 : 9 > L X H X ) S ' )
CALL
L T L I N E O 0 2 . 6 T 5 . 3 L . 7 ) +
( I > L . 9 H . 8 ) 3 > L I . H2 : 8 > L X HX P E . 4 ) X > EX U G L I .
* 8 ) L > L 2 . H . 8 ) 2 > L 1 . H 2 : 9 > L X H X ) $ ')
RETURN
END
SUBROUTINE
REQ9
CALL
L T L I N E ( ' > T 1 . 0 P E . 4 ) ( SPAN 3 ) > EXU A 8 0 I . I L . 7) ( M > L . 9 ) X > L . 7 )
=
(M>L.
* 9 ) 0 > L . 7 )
+
( M > L .9 H .8 ) 3 > L 1 . H 2 : 8 > L X H X P E . 4 ) L > E . 2 H . 8 ) 3 > H X E . 4 ) - X > E X U R 3 L
* 1 . 8 ) L > L 2 . H . 8 ) 3 > A 1 L 1 . H 2 : 9 > L X H X ) V )
CALL
L T L I N E t 1> 0 2 . 6 T 5 . 3 L . 7 )+
( M > L .9 H .8 )4 > L 1 . H 2 : 8 > L X H X P E . 4 ) X > E X U G L 1 .
* 8 ) L > L 2. H . 8 ) 3 > L 1 . H 2 : 9 > L X I(X )S ')
RETURN
END
SUBROUTINE
REQIO
CALL
L T L I N E ( 1> T 1 . 0 P E . 4 ) ( SPAN
4 > > EXUA 8 0 I . I L . 7 ) ( M>L . 9 ) X > L . 7 )
=
(M>L.
* 9 ) 0 > L . 7 )
+
( N > L . 9 H , 8 ) 4 > L 1 . H 2 : 8 > L X H X P E . 4 ) L > E .2 H . 3 )4 > H X E .4 )-X > E X U B 3 L
* 1 . 8 ) L > L 2 . H . 8 ) 4 > A 1 L I . H 2 : 9 > L X H X ) S ')
RETURN
END
SUBROUTINE
REQI I
CALL
L T L I N E t ' > T 1 . S P E . 4 ) ( SPAN
I ) > E X U A SO I . I L . 7 ) ( V > L . 9 ) X > L . 7 )
=
(V>L.
* 9 ) 0 > L . 7)
+ > L X P E . 4 > ( N > E . 2 H . 8 ) 2 > E X H X U G L 1 . 8 ) L > L 2 . H . 8 ) 1 > L X H X ) S ')
RETURN
END
SUBROUTINE
REQ I2
CALL
L T L I NE C > T 1 . S P E . 4 ) ( S P A N
2 ) > EXUASO I . I L . 7 ) ( V > L . 9 ) X > L . 7 )
=
(V > L .
* 9 ) o>L . 7)
+ > L X P E . 4 ) ( M > E . 2 H . 8 ) 3 > H X E . 4 ) - ( M > E . 2 H . 8 ) 2 > E X H X U B 3 L 1 . R ) L > L 2
* . H . 8 ) 2 > L X H X ) S ' )
RETURN
END
SUBROUTINE
REQ l3
CALL
L T L I N E ( ' > T 1 .8 P E .4 )( S P A N
3 ) > EXU A 8 0 I . I L . 7 ) ( V > L . 9 ) X > L . 7 )
=
(V>L.
* 9 ) 0 > L . 7)
+ > L X P E . 4 ) ( M > E . 2 H . 8 ) 4 > H X E . 4 ) - ( N > E . 2 H . 8 ) 3 > E X H X U B 3 L 1 . 8 ) L > L 2
* . H . 8 > 3 > L X H X )S ')
RETURN
END
SUBROUTINE
REQ l 4
CALL
L T L I N E O T I . 8 P E . 4 ) (SPAN
4 ) > E XU A 8 0 I . I L . 7 ) ( V >L . 9 ) X > L . 7 )
=
(V >L.
* 9 ) q> l . 7 )
> L X P E . 4 ) ( 1 > E . 2 H . 8 ) 4 > E X H X U G L 1 .8 ) L > L 2 . H . 8 ) 4 > L X H X ) S ')
RETURN
END
SUBROUTINE
R E Q I5
rC aA iLl L
I T
L
T i L rI N
N PE f O• "T> T11 . P E . 4 ) ( S U P P O R T
# I ) > E X U A S 0 1 . I L . 7 )) ( R > L . 9 H . 8 ) I > H X L . 7 )
*
= > L . 9 H . 8 ) 1 > H X L . 7 ) ( A > L . 9 H . 8 ) 0 > H X L . 7 )
+ > L X ) S ' )
CALL
L T L I N E O 0 2 . 6 T 4 . 1 P E . 4 X M > E . 2 H . 8 ) 2 > H X E X U G L 1 . 8 ) L > L 2 . H . 8 ) 1 > H X L X )
*$ ' )
112
6
6
6
6
6
161
16 2
16 3
1 6 4
165
61 6 8
61 6 9
6 1 7 0
6171
61 7 2
61 7 3
617 4
61 7 5
6 1 7 6
61 77
617 8
6 1 7 9
6 1 8 0
6181
61 8 2
61 8 3
61 8 4
61 8 5
61 8 6
6 1 8 7
6 1 8 8
6 1 8 9
6 1 9 0
6191
6 1 9 2
6 1 9 3
6
6
6
6
6
6
1
1
1
1
2
2
9 6
9 7
9 8
9 9
0 0
01
6
6
6
6
2
2
2
2
0
0
0
0
4
5
6
7
!is s
6211
Iiiii
6
6
6
6
6
2
2
2
2
2
1
1
1
1
1
5
6
7
8
9
62 2 9
SIS?
SISI
SISS
6 2 3 6
6 2 3 7
SISS
62 4 0
6241
SISI
6
6
6
6
6
2 4 4
24 5
2 4 6
2 4 7
2 4 8
RETURN
END
SUBROUTINE
REO I6
CALL
IL T
T iL IT w
N eEr C• >w T i 1 . P E . 4 ) ( S U P P O R T
W2 ) > E X U A 5 0 1 . I L . 7 ) ( R > L . 9 H . 8 ) 2 > H X L . 7 )
+ > L X I i 1 )
*
= >L . 9 H . 8 ) 1 > H X L . 7 ) ( 8 > L . 9 H . 8 ) 0 > H X L . 7 )
CALL
L
_ T _L _I N E
_ C > 0 2 . 6 T 4 . 1 L . 9 H . 8 ) 2 > H X L . 7 ) ( A > L . 9 H . 88 ) 0 > H X L . 7 )
('l> L .9 H .
* 6 ) 2 > L 1 . ' I 2 : 8 > H X L X ) I 1)
CALL
L T L I N E t 1> 0 4 . I T S . 2 P E . 4 ) 1 > E X U G L 1 . 8 ) L > L 2 . H . 8 ) 1 > H X L . 7)
+ > L X P E .4 )
* 1 > E X U G L 1 . 8 ) L > L 2 . H . 8 ) 2 > L 1 . H 2 : 9 ) > H X L . 7 >
+ > L X P E .4 ) ( 8 > E .2 H .8 ) 3 > E X H X U G
* L 1 . 8 ) L > L 2 . H . 8 ) 2 > H X L X ) S 1 )
RETURN
END
SUBROUTINE
REQ I7
CALL
L T L I N E O T I . P E . 4) (SUPPORT
# 3 ) >E XU A 5 0 1 . 1 L . 7 ) ( R > L . 9H . 8 ) 3 > H XL . 7 )
*
= > L . 9 H . 8 ) 2 > H X L . 7 ) ( 3 > L . 9 H . 8 ) 0 > H X L . 7 )
+ J L X I t 1 )
CALL
L T L I N E ( 1> 0 2 . 6 T 4 . 1 L . 9 H . 8 ) 3 > H X L . 7 ) ( A > L . 9 H . 8 ) 0 > H X L . 7)
+ >LX PE .4>
* ( M > E . 2 H . 8 ) 2>H XE XU G L1. 8 ) L > L 2 . H . 8 ) 2 > H X L . 7)
( M > L . 9 H . 8 ) 3 > L 1 . H 2 : 8 > H X L
*X ) V
)
CALL
L T L I N E ( 1> 0 4 . 1 T 5 . 8 P E . 4 ) 1 > E X U G L I. 8 ) L > L 2 . H . 8 ) 2>HXL. 7)
+ > L X P E . 4)
* 1 > E X U G L 1 . 8 ) L > L 2 . H . 8 ) 3 > L 1 . H 2 : 9 ) > H X L . 7 )
+ > L X P E . 4 ) ( M > E . 2 H . 8 ) 4 > E XHXUG
* L 1 . 8 ) L > L 2 . h . 8 ) 3 > H X L X ) V )
RETURN
END
SUBROUTINE
R E O I8
CALL
L T L I N E t 1J T I . P E . 4 ) (SUPPORT
* 4 ) > E X U A 5 0 1 . 1 L . 7 ) ( R > L . 9 H . 8 ) 4 > H X L . 7 )
*
= > L . 9 H . 8 ) 3 > H X L . 7 ) ( B > L . 9 H . 8 ) 0 > H X L . 7 )
+ > L X ) i 1)
CALL
L T L I N E ( 1J 0 2 . 6 T 4 . I L . 9 H . 8 ) 4 > H X L . 7 ) ( A J L . 9 H . S ) O J H X L .7)
+
J L X P E .4 )
* ( « > £ . 2 H . 8 ) 3 > HXEXUGL i . 8 ) L > L 2 . H . 8 ) 3 > HXL . 7)
( H J L . 9 H . 8 ) 4 > L I . H 2 : 8 > H XL
* X ) $ ' )
CALL
L T L I N E ( 1> 0 4 . 1 T 5 . 8 P E . 4 ) I JEXUGL I . 8 ) L J L 2 . H . 8 ) 5JHXL. 7)
+ J L X P E .4 )
* 1 > E X U G L 1 . 8 ) L > L 2 . H . 8 ) 4 > L 1 . H 2 : 9 ) > H X L X ) $ 1 )
RETURN
END
SUBROUTINE
REOI9
CALL
L T L I NE C > T 1 . P E . 4 ) ( S U P P O R T
W 5 ) > E X U A 5 0 1 . 1 L . 7 ) ( R > L . 9 H . 8 ) 5 > H X L . 7 )
*
= >L . 9 H . 8 ) 4 J H X L . 7 ) ( 9 > L . 9 H . 8 ) 0 > H X L . 7)
+ J L X lS 1 )
CALL
L T L I N E ( 1> 0 2 . 6 T 4 . 1 P E . 4 ) ( M > E . 2 H . 8 ) 4 > H X E X U G L 1 . 8 ) L > L 2 . H . 8 ) 4 J H X L X )
*$ 1 )
RETURN
. END
SUBROUTINE
RE020
CALL
L T L I N E ( ' > T . 5 P E . 4 ) (SPAN
I ) JEXU A8 0 1 . 1 L . 7 * D) J L . 9 ) X J L . 7 )
= * D > L .9
* ) 0 > L . 7 )
+
> L X P E . 4 ) X : 8 ) L J E . 2 H . S ) 1 > H X E . 4 ) - X : 9 ) > E X U G L 1 . 8 ) 6 ( E I > L 2 . H . 8 )
* 1 > H X L 1 . 8 ) L > L 2 . H . 8 ) 1 > H X L X ) S ')
CALL
L T L I N E t 1> 0 2 . 6 T 4 . 4 L . 7 : 2 ) ( H J L . 9 H . 8 ) 2 J H X L . 7 : 8 ) L > L . 9 H . 8 ) 1 > H X L . 7 ) +
* X : 9 3 ) > L X ) S 1)
RETURN
END
SUBROUTINE
REQ21
CALL
L T L I N E C J T . 5 P E .4 ) ( S P A N
2 ) JEXU A 80 I . I L . 7 * D ) J L . 9 ) X> L . 7 )
= * D > L .9
* ) O J L . 7)
+
> L X P E . 4 ) X : 8 ) L > E . 2 H . 8 ) 2 > H X E . 4 ) - X : 9 ) > E X U G L 1 . 8 ) 6 ( E I J L 2 . H . 8 )
* 2 > H X L 1 . 8 ) L > L 2 .H ,8 > 2>HXLX ) S 1 )
CALL
L T L I N E t 1J 0 . . 6 T 4 . 4 L . 7 : 2 ) ( H J L . 9 H . 8 ) 2 J H X L . 7 : 8 ) 2 L > L . 9 H . 8 ) 2 J H X L . 7 )
* - X : 9 )
+ ( M J L . 9 H . 3 ) 3 J H X L . 7 : 8 ) L > L . 9 H . 8 ) 2 > H X L . 7 ) + X : 9 3 > > L X ) S 1 )
RETURN
END
SUBROUTINE
RE 02 2
CALL
L T L I N E O T . 5 P E . 4 ) (SPAN
3 ) J E XU A 3 0 I . I L . 7 * D ) J L . 9 ) X J L . 7 )
= * DJ L . 9
* ) 0 > L . 7 >
+
> L X P E . 4 ) X : 3 ) L > E . 2 H . 8 ) 3 > H X E . 4 ) - X : 9 ) J E X U G L 1 . 8 ) 6 ( E I > L 2 . H . 8 )
+ 3 J H X L 1 . 3 > L > L 2 . H . 8 ) 3 > H X L X ) S * )
CALL
L T L I N E ( 1 > 0 2 . 6 T 4 . 4 L . 7 : 2 ) ( H > L . 9 H . 8 ) 3 J H X L . 7: 8 ) 2 L J L . 9 H . 8 ) 3 > H X L . 7)
* - X : 9 )
+
( M > L . 9 H . 3 ) 4 > H X L . 7 : 8 ) L > L . 9 H . 8 ) 3 J H X L . 7 ) + X : 9 3 ) > L X ) S 1 )
RETURN
END
SUBROUTINE
RE123
CALL
L T L I N E ( 1J T . 5 P E . 4 ) (SPAN
4 ) JEXU A 8 0 1 . 1 L . 7 * D) J L . 9 ) X J L , 7 )
= * D > L .9
* ) O J L . 7 )
+
> L X P E . 4 ) X : 8 ) L > E . 2 H . 8 ) 4 J H X E . 4 ) - X : 9 ) > E X U G L 1 . 8 ) 6 ( E I > L 2 . H . 8 )
* 4 > H X L 1 . 8 ) L J L 2 . H . 8 ) A J H X L X I S 1 >
CALL
L T L I N E C1 J 0 2 . 6 T 4 . 4 L . 7 : 2 ) ( M J L . 9 H . 8 ) 4 J H X L . 7 : 8 ) 2 L > L . 9 H . 8 ) 4 J H X L . 7)
* - X : 9 3 ) J L X ) 1 1)
RETURN
END
--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------C
SUBROUTINE
TL L O R D t N O / N 9 , N P , S L , B E A M , SUP P H , S P A N N , S H E A R / R E A C T , DELT A ,
+ N O R D , N OR D V , T R L L V , C O N L L , A A S H T O , E N V E M , E N V E V , E N V E D , E N V E R , D E L X , E D T )
I M P L I C I T
R E AL * 8
( A - H , 0 - Z >
DIMENSION
EEAM (5 , 3 ) , SUPPM(4 I , 3 ) , S P A N M t4 1 , 4 1 ) , SHEAR( 4 2 , 4 4 ) ,
* R E A C T ( 4 1 , 5 ) , 0 E L T A ( 4 1 , 4 1 ) , N 0 R 0 ( 3 , 2 ) , N 0 R D V ( 3 , 2 ) , T R L L V ( 3 , 2 ) ,
+ C O N L L ( 3 , 2 ) , AASH T O ( 3 ) , E N V E M ( 4 1 , 3 ) , E N V E V ( 4 4 , 3 ) , E N V E D ( 4 1 , 3 ) ,
+ENVE R( 5 , 3 ) , D E L X ( 4 1 ) , E D T ( 4 1 , 3 )
SUBROUTINE
O RDINATES,
< < < «
DO
TO
COMPUTE
DEFLECTION
MOMENT
ENVELOPE
1 4 3
I = I , N 9 + N0 + 1
ENV E M ( I , 2 ) « 0 . 0
MOMENT
ENVELOPE
ORDINATES,
ORDINATES,
S
REACTIONS
FOR
ORDINATES
>>>>>
SHEAR
ENVELOPE
AASHTO
TRUCK
LL
113
DO
6 2 4 9
6
6
6
6
2
2
2
2
5
5
5
5
2
3
4
5
6 2 5 8
6 259
6
6
6
6
6
6
2
2
2
2
2
2
6
6
6
6
6
6
143
C
C
DO
4
5
6
7
8
9
678 4
628 5
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
7 8 8
2 8 9
2 9 0
291
2 9 2
2 9 3
29 4
795
2Q6
2 9 7
2 9 8
2 9 9
3 0 0
301
30 2
3 0 3
30 4
3 0 5
3 0 6
3 0 7
7 7 2
3 2 3
72 4
375
376
3 2 7
6 3 3 0
6331
6334
633 5
63 3 6
AT
I O T H - P O I NT S
>>>>>
POINTS
>>>>>
DO
147
148
I = I ,M9*N0 +1
C3 = 0 . O
DO
147
J = I,N P
PORDL=DELTACNORDCJ,I ) , I )
PO R D R = D E l TA CN O R D C J , 2 ) , I )
CALL
LENG T H ( J , S L , B E A M , NORD)
P O R O = °C R O L+ N 9 *C O N LL(J,2 )*C P O R D R -P O R O L)/S L
C3=C3-PO RD *AAS HTO (J)
CONTINUE
ENVED C I , 2 ) = C 3
E D T ( I , 2 ) = —C 3 + D E L X C I )
CONTINUE
148
C
C <<<<<
REACTIONS
>>>>>
DO
631 4
631 5
6
6
6
6
6
6
ORDINATES
145
C
C <<<<<
SHEAR
ENVELOPE
ORDINATES
AT
WHEEL
C
DO I 4 6
K = I ,NP
DO
I 46
L =I , N O * (N9 + 1 ) - I
I F C L . E 0 .N 0 R D V C K ,1 ) )
THEN
„
V L E F T = ENVEVC L , 2 )
T R L L V ( K , 1 ) =VLEFT
T R L L V (K ,2 )= V L E F T -A A S H T 0 (K )
END
IF
146
CONTINUE
C
C <<<<<
DEFLECTION
ORDINATES
>>>>>
6 3 1 0
631 I
6 318
6 7 1 9
ENVELOPE
I 45
I = 1 , N 3 * ( N 9 + 1 >
ENVEVC I , 2 ) = 0 . O
I F C I . L E . 1 1 )
THEN
I I = I
ELSE
IF CI . L E . 2 2 )
THEN
1 1=1 -1
ELSE
IF CI . L E . 33)
THEN
1 1 = 1-2
6 2 7 2
6 2 7 3
2 7 6
2 7 7
2 7 8
7 7 9
2 8 0
281
SHEAR
J
=
=
L
ELSE
1 1 = 1 -3
END
IF
DO
145
J = I ,NP
I FC 1 1 . L E . N O R D C J , I ) )
THEN
PORDL=SHEARCNORDCJ,I ) + 1 , 1 )
PORDR = SHFARC N O R D ( J , 2 ) + 1 , I )
ELSE
PORDL=SHEARCNORDCJ,I ) , I )
PORDR=SHEARCNOROCJ,2 ) , I )
END
IF
CALL
L E N G T H ( J , S L , B E A M , NORD)
P 0 R D = P 0 R D L + N 9 » C 0 N L L (J ,2 ) * (PO RDR -PO R DL)/S L
E N V E V C I , 2 ) = E N V F V C I , 2 ) + P O RD = A A S H T O ( J )
CONTINUE
si;?
6
6
6
6
6
6
= 1 ,NP
SPANM(N0RD(J,1 ) , I )
SPANtM N O R D U , 2 ) , I )
ENGTH( J , SL,BE A M ,NORO)
PORO=PCROL + N 9 * C O N L L ( J , 2 ) * ( PORDR- PO RD L V S L
E N V E M C I , 2 I = E N V E K I , 2 I t P O R O = AASHTO ( J )
CONTINUE
<<<<<
143
P0RDL
POROR
CALL
149
I 49
I = I ,NO + 1
E N V ER CI , 2 ) = 0 . O
DO
I 49
J = I ,NP
PORDL = REACTC N O R D C J , I ) , I )
PORDR=REACTCNORDCJ,2 ) , I)
CALL
LENG T H ( J , S L , B E A M , NORD)
PO R D =PO R D L+N 9*C O N LL(J,2)*C P O R D R -P O R D L )/S L
ENVER CI , 2 ) = E N V E R ( I , ? ) + P O R D * A A S H T O ( J )
CONTINUE
RETURN
FND
C
SUBROUTINE
T R U C K CA L L , N P , A A S H T O , A A S H T L )
I M P L I C I T
REAL=R
( A - H , 0 - Z >
DIMENSION
AASHTO(3)
CHARACTER
A L L , AASH T L * 7
C
C
SUBROUTINE
TO
DEFINE
TRUCK
I F CA L L . E Q . ' A 1 )
THEN
A A S H TO C1 ) = 4 .
AASHTOC 2 ) = 1 6.
AASHTOC3 ) * 0 .
AASHTL= ' H O - 4 4 '
NP = 2
ELSE
I F C A L L .E Q .' B ' )
POINT
THEN
LOADS
114
A A S H T O C I; =6.
AASHTOC 2 5 = 2 4 .
AASHTOC 3 ) = 0 .
A A S H T L = * HI 5 - 4 4 *
NP = ?
ELSE
I F CA L L . E Q . ' C ' )
A A S H T O C I 5= 8 .
AASHTOC 2 5=3 2.
AASHTOC35= 0.
A A S H T L = 'H 2 0 -4 4 '
NP = 2
ELSE
I F C A L L .E O .' 0 ' 5
A A S H TO C I 5 = 6 .
AASHTOC25 = 2 4 .
AA SHT OC 3 5= 2 4 .
A A S H T L = t H S I5 - 4 4 '
NP = 3
ELSE
AASHTOCI 5=8.
A AS HTOC 2 5 = 3 2 .
A A S HTOC 3 5 = 3 2 .
AASH TL= ' H S 2 0 - 4 4 '
NP = 3
END
IF
TETURN
END
6 W
633%
6 3 3 9
63 4 0
6341
6 3 4 2
6 3 4 3
634 4
634 5
6 3 4 6
63 4 7
6 3 4 8
63 4 9
63 5 0
6351
6
6
6
6
6
6
6
6
6
6
3 5 4
355
3 5 6
3 5 7
3 5 8
3 5 9
3 6 0
361
3 6 2
3 6 3
6 3 6 6
6 3 6 7
637 4
63 7 5
63 7 8
6 3 7 9
63 8 2
6 3 8 3
TO
C SUBROUTINE
C
48
F O R M A T CAI 5
463
FORMAT CF 5 . I
855
FORMAT C F 7 . 1
TYPE
785
785
FORMAT C
!
-TYP E
351
351
FORMAT ( T 6 TYPE
352
352
FO RM AT CTI I
TYPE
353
357
FORMAT CTl I
TYPE
354
354
FORMAT ( T l I
4 6 5
63 8 6
6 3 8 7
428
63 9 0
6391
336
377
63 9 4
6395
6 3 9 8
6 3 9 9
6 4 0 0
6401
6 4 0 2
64 0 3
6 4 04
64 0 5
6 4 0 6
6 4 0 7
6 4 0 8
6 4 0 9
6 4 1 0
641 1
64 1 2
64 1 3
64 1 4
641 5
64 1 6
641 7
641 8
64 1 9
64 2 0
6421
64 2 2
64 2 3
64 2 4
THEN
SUBROUTINE
TRUCK2C A L L . A X L E / N P / A A S H T 0 . A A S H T L / C 0 N L L / 8 E A M !
INPL I CIT
R EAL * 8
CA-H -O -Z 5
DIMENSION
AASHTOC 35-CO NLLC3-25-BEA M C 5-35
CHARACTER
ALL,A A S H TL*7
%%%
6 3 7 0
6371
THEN
AASHTO
TRUCK
TYPE
5
f.
LOCATION
5
)
ERA
M' 5
' A v a i ! a b l e
AASHTO
t r u c k
t y p e s
a r e : ' / )
z ' CA )
HI 0 - 4 4
CD)
H S I 5 - 4 4 '
5
/ '
HI 5 - 4 4
CE)
H S 2 0 - 4 4 '
)
(B)
, ' C O
H 2 0 - 4 4 ' / )
F O R M A T a S , '
PLEASE
SELECT
ONE
ACCEPT
4 8 ,
ALL
I F C A L L . L T . 'A '
.OR.
A L L . G T . ' E ' )
TYPE 7 8 5
TYPE
336
F 0 R M A T C T 6 ,'A s s u m in g
th e
t r u c k
*t h e ' )
TYPE
337
FORM A T C T S ,'
d i s t a n c e
fro m
f a r
ACCEPT
8 5 5 ,
CONLLC I , 1 )
I F CCONLL CI ,1 ) . L T . O .
.O R .
CONLL
CONLL C2 , 1 ) =C O N LL C i , 1 ) - 1 4 .
I F ( A L L . EU. 'A '
.OR.
A L L . E Q . ' B '
C O N L L ( 3 ,1 ) = 0 .
OF
THE
GO
ABOVE :
TO
355
t r a v e l s
l e f t
' , $5
fro m
s u p p o r t
l e f t
to
to
f r o n t
C I , 1 ) . G T . Fl E A M C 5 , I 5 )
. .(O R .
r i g h t ,
A L L . E Q . ' O
GO
s p e c i f y
w h e e l s :
TO
' , S i
428
THEN
ELSEp
645
*
FORMATC/ T 5 ,
m a x ) ;
' , t 5
ACCEPT
4 6 3 ,
I F C A X L E . L T .
C 0 N L L C 3 , I ) =
END
IF
CALL
TRUCK ( A L
RETURN
END
*
*
*
*
C
C
C
C
C
C
INPUT
_
_
_
'
D i s t a n c e ,
AXLE
14.
. OR.
CONLL( 2 ,1
in
f e e t ,
A X L E .G T . 3 0 .)
5-AXLE
fro m
GO
2nd
TO
to
3 rd
a x l e
C1 4
m in ,
30
650
L,N P ,A A S H T O ,A A S H T L)
_
_
_
_
„ c
SUBROUTINE
UDL3RDCN O ,N 9 , ENVEM,U N ID ! , A R CAM,ENVE V , AREAV-ENVED-ARE AD,
C N V E R , A R E A R , T L L , L1D L V , B E A M , N O R D V - C O N L L , D E L M - D E L V - D E L D - D E L X , E D T , N P )
I M P L I C I T
R E AL * 8
( A - H - O - Z )
DIMENSION
E N V E M ( 4 1 , 3 ) , U N I 0 L ( 4 ) , A R E A M ( 4 1 , 4 ) , E N V E V ( 4 4 , 3 ) ,
A R E A V ( 4 4 , 4 ) , ENVEDC4 1 , 3 ) , AREADC4 1 , 4 ) , ENVERC5 , 3 ) , AREARC5 , 4 ) ,
U O L V C 3 , 2 ) , e E A M ( 5 , 3 ) , N O R D V ( 3 , 2 ) , C O N L L ( 3 , 2 ) , D E L M ( 4 1 5 , D E L V ( 4 4 ) ,
D E L D ( 4 1 ) , D E L X ( 4 1 ) , E D T ( 4 1 , 3 )
CHARACTER
TLL
SUBROUTINE
O RDINATES.
<<<<<
TO
COMPUTE
DEFLECTION
MOMENT
ENVELOPE
K
REACTIONS
FOR
UNIFORM
DL
115
6
6
6
6
6
6
6
42 5
4 2 6
4 2 7
4 2 8
4 2 9
4 3 0
431
im
643 5
6 4 3 6
64 3 7
6 4 3 8
64 3 9
64 4 0
6441
644 2
6 4 4 3
6444
644 5
6 4 46
6 4 4 7
64 4 8
6 4 4 9
64 5 0
6451
6 4 5 2
6 4 5 3
64 5 4
645 5
64 56
64 5 7
64 5 8
64 5 9
6 4 6 0
6461
6 4 6 2
646 3
6 46 4
646 5
6 4 66
6 4 6 7
64 6 8
646 9
64 7 0
6471
6 4 7 2
C
DO
117
118
C
118
I = I ,N
C l = 0 . 3
DO
I 17
J = I
CI = C I+U N
CONTINUE
ENVEMC I , 1 )
CONTINUE
<<<<<
SHEAR
I 20
I = I
C2 = 0 . O
DO
I 19
J
C 2 =C2 +
CONTINUE
E N V E V f I ,
CONTINUE
I 20
C
<<<<<
=CI+DELM f I )
SHEAR
ORDINATES
AT
1 0 T H - P O I NTS
>>>>>
,N0 + CN9+1)
= 1 , NO
U N I D L ( J ) * A R E A V C I,J )
I )= C 2 + D E L V (I)
ENVELOPE
ORDINATES
AT
WHEEL
POINTS
>>>>>
I F ( T L L . E 3 . ' C ' )
THEN
DO
121
K = I ,NP
DO 1 2 1
L = 1 , N 0 * ( N ? + 1 ) - I
I F ( L .E 0 .N 0 R D V ( K , 1 ) )
THEN
VLEFT = E N V E V fL ,I )
VR I G H T = E N V E V ( L + 1 , 1 )
N S = I N T f ( L - I ) / ( N 9 + 1 ) )+1
DD X = O E A M ( N S , I ) / N 9
VDROP = C O N L L f K , 2 ) + ( V L E F T - V R I G H T ) /D D X
U D lV ( K , 1 I=VLEFT-VDRO P
END
IF
CONTINUE
END
IF
121
C
,NO
ID L < J ) *A 9E A M ( I . J )
ENVELOPE
DO
119
9 *N 0 *1
<<<<<
DEFLECTION
ORDINATES
>>>>>
DO
123
124
I = I , N 9 + N0 + 1
C3 = O. O
DO
I 23
J =1 , N O
"
C3 = C 3 - L N I D L ( J > * A R E A D ( I , J )
CONTINUE
E N V E D f I , ! ) = C 3 -D E L D (I )
EDTfI,1 > = - E NVE D ( I , 1 ) + D E L X ( I )
CONTINUE
124
C
C <<<<<
REACTIONS
>>>>>
DO
6475
6 4 7 6
6 4 7 7
64 7 8
64 7 9
6 4 8 0
6481
64 8 2
6 4 83
64 8 4
6485
64 8 6
64 8 7
6 488
6 4 89
125
I 26
C
6
6
6
6
6
6
4
4
4
4
4
4
9
9
9
9
9
9
2^
650 4
6505
6
6
6
6
6
SUflROUTINE
2
3
4
5
6
7
64 9 9
65 0 0
6501
5 0 8
5 0 9
5 1 0
511
5 1 2
I 26
I = I,NO+1
C4 = O . O
DO
I 25
J = 1 ,NO
C 4 = C 4 + L N I D L ( J ) * A R E A R ( I ,J )
CONTINUE
K L = C N9 + 1 ) * ( I - I )
KR= KL + I
I F f I . E R . I )
THEN
VCON=DELV(KR)
ELSE
I F ( I . E Q . C NO + 1 ) )
THEN
VCO N =-DELV(KL)
ELSE
VCOn = D E L V (K R )-D E L V (K L )
END
IF
E N V E R ( I , I ) = C4 + V C 0 N
C O N T I NUE
RETURN
END
C
U L L O R D ( N O , N 9 , E N V E M , U N I L L , A R E A M , E N V E V , A R E A V , E N V E D , AREAD
+E N V E R,AR EAR ,D ELX ,E DT)
I MPLI CI T
RE A L * 3
( A - H , 0 - Z )
,
, , ,
, .
DIMENSION
E N V E I M ( 4 1 , 3 ) , U N I L L ( 4 ) , A R E A M ( 4 1 , 4 ) , E N V E V ( 4 4 , 3 ) ,
* A R E A V ( 4 4 , 4 ) , E N V F . 0 ( 4 1 , 3 ) , A R E A D ( 4 1 , 4 ) , E N V E R ( 5 , 3 ) , A R E A R ( 5 , 4 ) ,
+DELX( 4 1 ) , E O T ( 4 1 , 3 )
C
C
C
SUM R O U T I N E
O RDINATES,
C
C
<<<<<
TO
COMPUTE
DEFLECTION
, MOMENT
ENVELOPE
MOMENT
ENVELOPE
ORDINATES,
ORDINATES,
3
REACTIONS
FOR
ORDINATES
>>>>>
DO
1 27
C
C
I 27
I = I , N 9 + N0 + 1
E N V E M t1 , 2 ) = 0 . 0
DO
127
J = 1 , NO
E N V E M f 1 , 2 ) = E N V E M ( 1 , 2 ) + U N I L L ( J ) + ARE A M ( I , J )
CONTINUE
<<<<<
SHEAR
ENVELOPE
ORDINATES
>>>>>
SHEAR
ENVELOPE
UNIFORM
LL
116
6b1 5
6S1A
651 5
6 5 1 6
65 1 7
651 R
6 5 1 9
6521)
6 521
6 5 7 2
6 5 2 3
6524
652 5
65 2 8
65 2 9
65 3 0
6531
6 5 3 2
6 533
6 5 3 4
6
6
6
6
6
6
6
6
6
6
6
6
6
6
5 3 7
5 3 8
5 3 9
5 4 0
54 1
5 4 2
5 4 3
54 4
54 5
5 4 6
5 4 7
5 4 8
5 4 9
550
6 55 3
2 ^ 1
65 5 6
655 7
65 5 8
6 5 5 9
656 0
6561
65 6 2
65 6 3
65 6 4
656 5
6 566
6 5 6 7
65 6 8
65 6 9
6 5 7 0
6 571
657 2
6 573
657 4
6575
6 5 7 6
6 577
6 578
6 579
6 580
658 1
65 8 2
6 5 8 3
65 8 4
658 5
6 5 8 6
65 8 7
65 8 8
6 5 8 9
6 5 9 0
6591
65 9 2
65 9 3
659 4
6
6
6
6
5 9
5 9
59
6 0
7
8
9
0
90
I / /
1= I , N i l * ( N V M )
ENVEVI I , 2 ) = 0 , 0
DO
I 27
J = 1 ,NO
E N VFV( I , 2 ) = E NVE V ( I , 2 ) ^ u N I L L ( J ) = A R E A V ( I , J )
1 29
CONTINUE
C
C <<<<<
DEFLECTION
o r d i n a t e s
>>>>>
no
130
151
I = I ,N9*N0+1
C3 = O. O
DO
I 30
J =IzN O
C3 = C 3 - U N I L L ( J > = A R E A D ( I , J )
CONTINUE
E N V E D fI , 2 ) = C 3
E D T ( I , 2 ) = - E NVE D ( I , 2 ) * D E L X ( I )
CONTINUE
131
C
C <<<<<
REACTIONS
>>>>>
C
DO
133
I= Iz N O = I
E N V E R ( I , 2 ) = 0 . 0
DO
I 33
J=IzN O
E N V E R ( I , 2 ) = E NV E R d z 2 ) = U N I L L ( J ) = A RE AR ( I z J )
1 33
CONTINUE
RETURN
END
C ----------------------------------------------------------------------------------------------------------------------------------------------------------SUBROUTINE
ULOAO( L P Tz N 9 , X3 z DX)
IM P L IC IT
REAL=S
( A -H z O -Z )
DIMENSION
OX(S)
C SUBROUTINE
TO P O S I T I O N
UNIT
LOAD
ON B E A M
C
748
FORMAT( 1
! COL
CO')
723
FORMAT( '
I L IN
I ’ )
TYPE
723
N S U L = I N T ( ( L PT - 1 ) / N 9 ) + 1
LUL = ( NSUL- 1 ) =N9 + 1
X 3 = D X ( N S U L ) = ( L P T - L U L ) * ( 0 X ( N S U L = 1 ) - 0 X ( N S U L ) ) / N 9
X 4 = X 3 - 2 .
' XS = X 3 = 2 .
X 6 = X 3 + 1 2 .
Y 1 = 3 2 5 . 0
Y2 = Y I =10.
Y 3 = YI +5.
Y4 = Y I =23.
TYPE
6 9 6 ,
X 3 ,Y 4 ,X 3 ,Y 1
U cE rC I1 ,- 4/. (f ' • •-' ,z. IF
696
F O RM ATC
!l V
c 8o . 35 ) ;) I
TYPE
7 7 7 ,
X 3 , Y 1 , X 4 , Y 3 , X 5 , Y 3
777
FORMATE'
! PO L' , 6 ( '
' , F 8 . 3 ))
TYPE
748
TYPE
696 ,
x 6 z Y 2 ,X 6 z Y 2
RETURN
END
SUBROUTINE
YMAXI ( N C z N R , YMAXzYV ALU)
I M P L I C I T
REAL=S
( A - H z O -Z)
DIM ENSIO N
YVALU(NRzNC)
SUBROUTINE
TO
SUPPM,
SPANM,
401
COMPUTE
MAXIMUM
I . L .
ORDINATE
VALUES
SHEAR,
REACT,
OR
DELTA
MATRICES
YMAX=O.
DO 4 0 1
I = I ,NC
DO
401
J=IzN R
YVALUE = ABS( Y V A L U U z I > )
I F (Y V A LU E .GT.YM AX)
THEN
YMAX=YVALUE
END
IF
C O N T I NUE
RETURN
END
SUBROUTINE
IMPLICIT
C
C
SUBROUTINE
794
516
634
595
695
TO
YMAX2(YMAX)
REAL * 8
PLOT
(A-HzO-Z)
MAXIMUM
F O R M A T (F 9 .2 )
FO R M A TC
O ')
TYPE
634
FORMAT ( '
!JUM
1 2 , 6 3 ' )
TYPE
794,
YMAX
TYPE
595
FORMAT ( '
! JUM
1 8 , 6 3 ' )
TYPE
516
TYPE
695
FORMAT ( '
!JUM
2 4 , 6 3 ' )
ORDINATE
VALUES
ON
ORDINATE
AX IS
117
6601
660 ?
660 3
6604
660 5
660 6
6 6 0 7
66 0 8
66 0 9
661 0
661 I
6 6 1 2
661 3
661 4
661 5
SKf
661 8
661 9
2K9
66 2 2
6 6 2 3
66? A
66 2 5
6 6?6
SS^
66 2 9
6 6 3 0
6631
66 3 2
6 6 3 3
663 4
663 5
66 3 6
6 6 3 7
66 3 8
66 3 9
66 4 0
6641
66 4 2
66 4 3
6 64 4
664 5
6 64 6
6 6 4 7
66 4 8
66 4 9
66 5 0
6
6
6
6
6
6
6
6
6
6
6
6
6
6
5
5
5
5
5
5
6
4
5
6
7
8
9
0
6 6 61
6
6
6
6
6
6
6
6
6
6
6
6
2
3
4
5
6 666
666 7
6 668
66 6 9
6 6 7 0
6671
ss%
6
6
6
6
6
6
6
6
7
7
7
7
4
5
6
7
SKS
66 8 0
6681
S
S
II
6684
66 8 5
6686
668 7
6688
TYPE
7 9 4 ,
-YMAX
RETURN
END
C ------------------------------------C ----------------------------------------------------------------------------E N D
cC
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
OF
C
------------------------------------------------------------------------------- C
S U O R O U T I NE S
MATRIX
D E F IN IT IO N S
= = = = = = = = = = = = = = = = = =
C
C
A I 5)
TR I-DIAG O N AL
COEFFICIENTS
AA SHT O ( 3 )
AASHTO
WHEEL
ABC 1 4 1 , 3 )
ELASTIC
WEIGHT
REACTIONS
3-MOMENT
EQUATION
TRUCK
A R E A D I4 1 , 4 )
DEFLECTIONI . L .
A R E A M I4 1 , 4 )
MOMENT
A R E A R ( 5 ,4 )
A R E A V (4 4 ,4 >
3 ( 5 )
I . L .
REACTION
SHEAR
CO NLL( 3 , 2
BEAM
)
COEFFICIENTS
TRUCK
TR I-DIAG O N AL
DEFLECTION
DELM( 4 1 )
MOMENT
WHEEL
OF
BELOW
DIAGONAL
LOCATIONS
CO EFFICIENTS
ORDINATES
MOMENTS
DEFLECTION
SHEAR
SIDE
DATA
ORDINATES
SUPPORT
,41 )
RIGHT
AREAS
PHYSICAL
DELD(4 1 )
O E L T A U I
.
D F L V ( 4 4 )
ON
AREAS
6 ( 5 )
0ELSM (3>
LOADS
AREAS
I . L .
I . L .
AASHTO
DIAGONAL
AREAS
TR I-D IAG O N AL
BE A M ( 5 , 3 )
ABOVE
TO
TO
ON
TO
DIAGONAL
UNEVEN
UNEVEN
UNEVEN
SUPPORTS
SUPPORTS
SUPPORTS
ORDINATES
ORDINATES
LIN E
DUE
DUE
I . L .
DUE
DUE
TO
UNEVEN
D E LX ( 4 1 )
STRAIGHT
DEFLECTIONS
DX ( 5 )
SUPPORT
D I ( S )
TRI-DIAG O N AL
E 0 T ( 4 1 , 5)
DEFLECT ION
ENVELOPE
ORDINATES
E N V E D U I
, 3 )
DEFLECTION
ENVELOPE
ORDINATES
E N V E M U I
, 3 )
MOMENT
LOCATIONS
IN
PIXEL
COEFFICIENTS
ENVELOPE
SUPPORTS
BETWEEN
SUPPORTS
COORDINATES
ON
DIAGONAL
FOR
UNEVEN
SUPPORTS
ORDINATES
ENVFR( 5 , 3 )
REACTION
E N V E V (4 4 ,3 )
SHEAR
N O R D (3 ,2 )
IO TH -P O INTS
EACH
SIDE
OF
AASHTO
TRUCK
WHEELS
NO R D V ( 3 , 2 )
I O T H -P O I NTS
EACH
SIDE
OF
AASHTO
TRUCK
WHEELS
R E A C T U I
, 5 )
SC( 5 , 2 )
REACTION
SUPPORT
S H E A R (4 2 ,4 4 >
SHEAR
S P A N M U I
SPAN
,41 )
ENVELOPE
ENVELOPE
I . L .
I . L .
SUPPORT
T R L L V ( 3 , 2 )
SHEAR
ORDINATES
COORDINATES
ORDINATES
MOMENT
SUPPM( 4 1 , 3 )
ORDINATES
ORDINATES
I . L .
MOMENT
ENVELOPE
ORDINATES
I . L .
ORDINATES
ORDINATES
AT
TRUCK
WHEELS,
LL
TRWV( 3 , 2 )
SHEAR
ENVELOPE
ORDINATES
AT
TRUCK
WHEELS,
DL+LL
U D L V ( 3 , 2 )
SHEAR
ENVELOPE
ORDINATES
AT
TRUCK
WHEELS,
DL
U N ID L (A )
SPAN
UNIFORM
DEAD
U N I L L (4 )
SPAN
UNIFORM
LIV E
VORD(AO)
SHEAR
I . L .
WO R D ( 3 , 2 )
SHEAR
ENVELOPE
XL I ( 3 0 )
X-COORD
AREAS
DATA
LOADS
LOADS
BETWEEN
ORDINATES
FOR
3-SP AN
IO TH -P O IN T S
AT
BEAM
AASHTO
TRUCK
( 1 : 1 . 5 : 2 )
WHEELS
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
1 18
6 6 8 9
66 9 0
6691
669?
66 9 3
6694
6695
6 6 9 6
6 6 9 7
66 9 8
6 6 9 9
6 700
6701
6 7 0 2
67 0 3
670 4
670 5
67 0 6
67 0 7
6 7 0 8
6 7 0 9
67 1 0
671 I
671 2
6713
6714
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C-
XL 2 ( 3 0 )
X-COORD
DATA
FOR
3-SPAN
BEAM
( 1 : 1 . 3 : 1 )
Y L I (3 0 )
Y-COORD
DATA
FOR
-M
3
SUPPORT
NO.
Y L 2 ( 3 0 )
Y-COORD
DATA
FOR
-M
3
SUPPORT
NO.
3
Y L 3 ( 3 0 )
Y-COORD
DATA
FOR
-M
a
SUPPORT
NO.
2
Y L4 ( 3 0 )
Y-COORD
DATA
FOR
FM
YL 5 ( 3 1 )
Y-COORD
DATA
FOR
V
a
Y L 6 ( 3 1 )
Y-COORD
DATA
FOR
V
LEFT
YL 7 ( 3 I )
Y-COORD
DATA
FOR
V
RIGHT
YL 8 ( 3 0 )
Y-COORD
DATA
FOR
R
9
SUPPORT
NO.
I
Y L 9 ( 30)
Y-COORD
DATA
FOR
R
B
SUPPORT
NO.
3
Y L I 0 ( 3 0 )
Y-COORD
DATA
FOR
DELTA
3
I O T H - P O I NT
NO.
I 6
YLI I (3 0 )
Y-COORD
DATA
FOR
DELTA
B
1 0 T H - P O I NT
NO.
26
a
I O T H - PO I NT
I O T H - P O I NT
OF
2
NO.
NO.
I 5
6
I O T H - P O I NT
OF
NO.
I OTH-POINT
NO.
21
21
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
M
ONTANASTATEUNIVERSITYLIBRARIES
i
Main
N378
•t, Richard Andrew
Eh56
cop. 2
ISSUED TO
DATE
Eh56
cop. 2