Report(Tausif)

SUBMITTED IN PARTIAL FULFILLMENT OF THE
REQUIREMENT FOR
FOUR WEEKS SUMMER TRAINING
At
RELIANCE INFRASTRUCTURE
(From JUNE 16, 2010 to JULY 16, 2010)
ANALYSIS OF TRUSS SYSTEM, BY PREPARING EXCEL
PROGRAMMING SHEET AND VERIFYING THE DESIGN
EXCEL SHEET BY STAAD ANALYSIS
SUBMITTED BY: -
TAUSIF ALAM
0809700426
B.Tech, 2nd
Year
DEPARTMENT OF CIVIL ENGINEERING
GALGOTIA’S COLLEGE OF ENGG. & TECH.
GREATER NOIDA
1

I here by certify that ‘ TAUSIF ALAM ’ROLL No. 0809700426of GALGOTIA’S
COLLEGE OF ENGG.& TECNOLOGY, Greater Noida has undergone one
month of training from June 16 to July 17 at Reliance Infrastructure Ltd to
fulfill the requirements for the award of degree of B.Tech (Civil Engineering).
He worked on the analysis of Structure (Truss Analysis) during the training
under my supervision. During his tenure with us we found him sincere and
hard working. I wish him great success in the future.
DATE:
Signature of the Student
Signature
(Mr. C.M Sarvaiya)
Head, In-house engineering department,
Reliance Infrastructure Ltd; Noida
(Seal of Organization)
3

ACKNOWLEDGEMENT
I would like to express a deep sense of gratitude and thanks profusely to Mr.
C.M Sarvaiya (Head, In house engineering department, Reliance Infrastructure)
without the wise counsel and able guidance, it would have been impossible to
complete the report in this manner.
The help rendered by Rupesh Anand (Design Engineer, In House Engineering
Department) and P. Ramakanth (Design Engineer, In House Engineering
Department) and all other member for intellectual support throughout the
course of his work is greatly acknowledged.
Finally, I am indebted to all whosoever have contributed in this report work and
friendly stay at RELIANCE INFRASTRUCTURE.
TAUSIF ALAM
080970042
B.Tech 2nd
year
Department of civil engineering
Gagotia’s College of Engg.& Technology
INTRODUCTION
4

Reliance Infrastructure Limited, incorporated in 1929, is a fully integrated
utility engaged in the generation, transmission and distribution of electricity. It
ranks among India’s top listed private companies on all major financial
parameters, including assets, sales, profits and market capitalization.
It is India’s foremost private sector utility with aggregate estimated revenues
of Rs 9,500 crore (US$2.1 billion) and total assets of Rs 10,700 crores
(US$2.4 billion).
Reliance Infrastructure Limited distributes more than 21 billion units of
electricity to over 25 million consumers I Mumbai, Delhi, Orissa and Goa,
across an its power stations located in Maharashtra, Andhra Pradesh, Kerala,
Karnataka and Goa.
The company is currently pursuing several gas, coal, wind and hydro-based
power generation projects in Maharashtra, Uttar Pradesh, arunachal Pradesh
and Uttaranchal with aggregates capacity of over 12,500 MW. These projects
are at various stages of development.
Reliance Infrastructure Limited is vigorously participating in emerging
opportunities in the areas of trading and transmission of power. It is also
engaged in a portfolio of services in the power sector in engineering,
procurement and construction (EPC) through regional offices in India.
5

CONTENTS
TOPIC Page no.
1. Introduction to Truss 7
2. Truss
2.1 Plane Truss 7
2.2 Space Truss 9
2.2.1 Equilibrium and Stability Equation 9
3. Types of Truss
3.1 Perfect Truss 10
3.2 Imperfect Truss 10
3.3 Deficient Truss 10
3.4 Redundant Truss 11
4. Assumption made in classical Truss Analysis 12
5. Terminology
5.1 Nature of forces in the member 13
6. Determinate, Indeterminate and Unstable Truss
6.1 Determinate Truss 14
6.2 Indeterminate Truss 14
6.3 Unstable Truss 14
6.4 Unknown Reaction Component at
6.4.1 Roller Support 14
6.4.2 Hinged Support 14
6.4.3 Fixed Support 14
7. Method of Analysis
7.1 Method of Joints 15
7.2 Method of Section (Method of Moments) 15
8. Analysis of truss systems in STAAD.PRO 29
9. Results and conclusions 30
6

1. INTRODUCTION TO TRUSS
1.1) A truss is an articulated structure composed of straight members
arranged and connected in such a way that they transmit primarily axial
forces. If all the members lie in one plane it is called a plane truss. A three
dimensional truss is called a space truss.
2. TRUSS
2.1) Plane Truss: - The basic form of truss is a triangle formed by three
members joined together at their common ends forming three joints. Another
two member connected to two of the joints form a stable system of two
triangles.
a) I f whole structure is built up in this way it must be internally rigid. Such a
truss if supported suitably will be stable.
b) The truss has to be supported in general by three reaction components, all
of which neither parallel nor concurrent such a truss is called simple truss.
Various types of trusses are shown in Fig 1 a, b and c. These are stable and
statically determinate.
(a)
JOINT
MEMBER
SUPPORTS
7

(b)
(c)
Fig (1)
(2.2) SPACE TRUSS
The basic element of space truss which is just rigid is a tetrahedron with four
joints space truss is shown in figure 2.
Fig (2)
8

(2.2.1) EQUILIBRIUM AND STABILITY EQUATION
The equilibrium of an entire space truss or Section of a space truss is
described by the sir scalar equation given below:-
∑Fx = 0 ∑Mx = 0
∑Fy = 0 ∑My = 0
∑Fz = 0 ∑Mz = 0
Or in vector from
Fr = 0 Mr = 0
Fr and Mr represent three – dimensional force and moment Vector.
3. Type of Truss:-
I) Perfect Truss
II) Imperfect Truss
- Deficient Truss
- Redundant Truss.
(3.1) Perfect Truss:-
A truss which has got just sufficient number of members to resist load without
undergoing appreciable deformation in shape is called Perfect Truss. The
number of members in a perfect truss may also be expressed by the relation:
m = 2j-3
Where,
m = number of members,
j = number of joints
Perfect truss is shown in fig (3) a and b.
9

(b)
(a) (b)
FIG. 3
3.2) Imperfect truss: - It is a truss in which the no. of members is more or less
than (2j-3). The imperfect truss may be further classified into following two
types.
1. DEFICIENT TRUSS
2. REDUDANT TRUSS
Imperfect truss does not satisfy the equation m=2j-3
(3.3) Deficient Truss:-
A truss which has got less number of members than that required for a perfect
truss. Deficient truss is shown in fig (4)
Fig. (4)
(3.4) Redundant Truss: -
A truss which has got more number of members than that required for a
perfect frame or truss. A redundant truss is a statically indeterminate since the
forces in the member can not be determined using equation of equilibrium
alone.
Each extra member adds one degree of indeterminacy.
Redundant truss is shown in figure (5).
10

Fig (5)
4. Assumptions made in classical truss analysis.
 Every member of truss is straight.
 Each end of the member is connected to a joint by a frictionless pin on
the longitudinal centroidal axis of the member.
 The self weighs of the members of a truss are taken to be negligible
compared with the applied loads.
 All the load and reactions are applied or transmitted to the joints only.
11

 The cross-section of the members is uniform i.e.; members are
prismatic.
5. TERMINOLOGY:
(5.1) Nature of forces in members.
The members of truss are subjected to either tensile or compressive forces. A
typical truss ABCDE loaded at joint E is shown in figure .6(a).
The member BC is subjected to compressive force C as shown in fig 6 (b).
Effect of this force on the joint B (or C) is equal and opposite to the force C as
shown in fig 6 (b).
The member AE is subjected to tensile force T. It effect on the Joint A and E
are as shown in fig. 6 (b).
12
A
B C
D
E

E D
In the analysis of frame. We work forces on the joints, instead of the forces in
the member as shown in figure 1.6 (c). It may be noted that compressive force
in a member is represented in the in the figure by two arrows going away
from each other and a tensile force by two arrows coming towards each other.
(6).DETERMINATE, INDETERMINATE & UNSTABLE
TRUSS:-
(6.1) A structural system which can analyzed with the use of equation of
statical
Equilibrium only is called as statically determinate structure e.g. trusses with
both end simply supported, one end hinged and other rollers etc.
If m+r -2j =0 then truss is said to be statically determinate.
13
Fig 6(a)
Fig 6(b)
C
T
A
B C
D
E

(6.2) A structure which can not be analyzed with the use of equation of
equilibrium only is called statically indeterminate structure.
If m+r-2j > 0 then truss is said to be statically in indeterminate.
Indeterminate structures are also called redundant structure.
(6.3) if m+r-2J<0 then truss is said to be unstable.
(6.4) Unknown reaction component at
a) Roller support ---1
b) Hinged support---2
c) Fixed support------3
7. Methods of Analysis:-
The following to analytical methods for finding out the forces in the members
of a perfect frame, are important from the subject point of view.
7.1 Method of Joints
7.2 Method of section
7.1 Method of Joints
14
2
KN
1 2

(a) Space diagram (b) Joint ’1’ (c) Joint
(2)
Fig. 7 (a, b, c)
In this method, each and every joint is treated as a free body in equilibrium as
shown in figure 7 (a), (b), (c) & (d). The unknown forces are then determined
by equilibrium equation viz; ∑v=0 and ∑h-=0.
i.e.; sum of all the vertical forces and horizontal forces is equated to zero.
Note:1.:-The member of the frame may be named either by Bow’s method or
by joints at their ends.
7.1.1. While selecting the joints, for calculation work, care should be taken that
at any instant. The joint should not contain more then two members in which
the forces are unknown.
7.2 Method of section (or Method of Moments)
This method is particularly convenient when the forces in a few members of a
truss are required to be found out. In this method the truss is cut into two
parts and equilibrium equations are written for one of the parts of truss
treating it as a free –body diagram for the purpose. The critical aspect of this
method is the choice of the proper free body diagram for the purpose.
The method of joints is effective if want to calculate forces in all
members of the truss but the method of section is obviously superior if we
seek forces only in certain members. In such case section can be made only
through the selected members, where as the method of joints would require
the analysis of joints from one end of the structure progressively up to
particular member.
15

Analytical Analysis of Truss 1
16

Taking moment about joint 1
R4*(2a) = F2*(3a / 2) + F1*(a) + F4*(a / 2) + ( 3 a/2) (F3 – F5)
Cancelling (a) from both sides and rearranging the equation we get;
R4 = (3F2 / 4 + F1 / 2 + F4 / 4) + ( 3 /4) (F3 – F5)
R1 = ΣFv - R4
H1 = F3- F5
R1= F4+F1+F2-(R4)
R1= F4 + F1 + F2 - [(3 F2/4 + F1/2 + F4/4) + ( 3 /4) (F3 – F5)]
After Simplification we get;
R1= (F1/2 + F2/4 + 3F4/4) - ( 3 /4) (F3 – F5)
a
aaa
a a
a
1
2 3
4
5
F4
F2
F5 F3
F1R1
R4
H1
17

P53P53
P12
P15
R1
H1
F4
CACULATION OF MEMBER FORCES
AT JOINT (1)
ΣFy = 0 gives;
[(F2/4 + F1/2 + 3F4/4) - ( 3 /4) (F3 – F5)] + P12 sin60˚ = 0
P12 = [(0.5) (F3 – F5)] – [(0.288) F2+ (0.577 F1) + (0.866) F4]
ΣFx = 0 gives ;
P12 cos60˚ + P15 - H1 = 0
P15 = H1 - [(0.5) (F3 – F5)] – [(0.288) F2+ (0.577 F1) + (0.866) F4] cos 60˚
P15 = 0.75 (F3 – F5) + (0.144 F2+0.288 F1+0.433 F4)
AT JOINT (2)
18
60˚

P23
P25
P12
F5
ΣFy =0 gives;
([(0.5) (F3 – F5)] – [(0.288) F2+ (0.577 F1) + (0.866) F4]) sin60 + F4 + P25sin60 =
0
[(0.5) (F3 – F5)] – [(0.288) F2+ (0.577 F1) + (0.866) F4] + F4 = - P25sin60
P25 = - {[(0.5) (F3 – F5)] – [(0.288) F2+ (0.577 F1) + (2.02) F4}
ΣFx = 0 gives;
P25 (cos60) + P23 – F5 – P12 ( cos 60˚) =0
(0.288F2+0.577F1+0.866F4) cos60 + (0.288F2+0.577F1+2.02F4) cos60 - F5+
P23=0
0.144F2+0.2885F1+0.433F4+0.144F2+0.2885F1+1.01F4-F5+P23=0
P23 = - (0.288F2+0.577F1+1.443F4-F5)
AT JOINT (5)
ΣFy =0 gives;
(0.288F2+0.577F1+2.04F4)(0.866)-F1-P53 (sin60) =0
19
60˚
60˚

P25 P53
P15
F1
P54
60˚
60˚
P43
P53 = - (0.288F2-0.577F1+2.04F4)
ΣFx=0 gives;
P15-P53(cos60)-P25(cos60)+P54=0
( 0.288F2 - 0.578F1 + 0.204F4)(cos60)-(0.288F2 + 0.577F1 + 2.02F4)(cos60) +
P54 = 0
0.144F2 + 0.288F1 + 0.433F4 - 0.144F2 - 0.289F1 + 1.02F4 - 0.144F2 + 0.288F1 +
1.01F4 + P54 = 0
P54= 0.144F2 - 0.285F1 - 2.463F4
AT JOINT (4)
∑Fy = 0 gives;
R4-P43 sin60 = 0
0.75F2 + 0.5F1 + 0.25F4 = P43sin60
P43=0.866F2+0.577F1+0.288F4
20

60˚P54
R4
Analytical Analysis of Truss 2
21
VA
VB
VC
VD
VE
HA
HD
HB
HC
HE
VF
VG
VH
HF
HG
HH
A
C
B D
E
F G Hθ

PROCEDURE FOR ANALYSIS
Taking moment about A
MA = VB*a-HBtanθ+Vc*2a-HC*2a*tanθ+VD*3a-
HD*atanθ+VE*4a+VF*a+VG*2a+VH*3a+RE*4a=0
RE*4a=-(VB*a-HB*tanθ+VC*2a-HC*2ª*tanθ+VD*3a-
HD*atanθ+VE*4a+VF*a+VG*2a+VH*3a)
Cancelling a from both side we get,
RE=-(VB/4-HBtanθ/4*2Vc/4-2Hctanθ/4+3VD/4-HDtanθ/4+VE+VF/4+2VA/4+3VH/4)
RE=-(VB/4-HB/4tanθ+VC/2-HC/2tanθ+3/4VD-HD/4tanθ+VE+VF/4+VG/2+3VH/4)
RA=-(∑F-RE)
RA= -(VA+VB+VC+VD+VE+VF+VG+VH-VB/4-HBtanθ/4-VC/2-HCtanθ/2-3VD/4-
HDtanθ/4-VE-VF/4-VG/2-3VH/4)
RA= -(VA-3VB/4-HBtanθ-VC/2-HCtanθ/2-VD/4-HDtanθ-3VF/4-VG/2-VH/4)
CALCULATION OF FORCE IN MEMBERS
At joint (A)
∑Fy=0 gives
-(VA+RA)=PAB*Sinθ
PABsin30 = - (VA-VA+VB*0.75+HB*tanθ*0.25+0.5*VC+HC*tanθ*0.5+VD*0.25+HD*
tanθ
22

*0.25+VF*0.75+VG*0.5+VH*0.25)
PAB=-
(1.5*VB+0.5*HB*tanθ+VC+HC*tanθ+0.5*VD+0.5*HD*tanθ+1.5*VF+VG+0.5*VH)
PAB=-(1.5*2+0+2+0+0.*2+0+0+0+0)
PAB=6KN(COMP)
PAF=-(PAB*cos30+HA)
PAF=-
(1.5*VB+0.5*HB*tanθ+VC+HC*tanθ+0.5*VD+0.5*HD*tanθ+1.5*VF+0.5*VG+0.5*VH
)(cos30)+(HA)
PAF=5.196 KN (Comp)
At joint (F)
∑Fy=0 gives
PBF=0 KN
23
VA
HA
RA
PAB
PAF
PBF
PFGPFA

∑Fx = 0 gives;
PFG - PAF = 0
PFG= (1.299*VB + 0.433*HB*tanθ + 0.866*VC + 0.866*HC*tanθ + 0.433*VD +
0.433*HD*tanθ +1.299*VF +0.866*VG+ 0.433*VH) + HF
PFG=5.196 (tensile)
At Joint (B)
∑Fy=0 gives
PBA + VB + PBC=0
PBC=-(1.5*VB+0.5*HB*tanθ+ VC+HC*tanθ +0.5*VD+0.5*HD*tanθ
1.5*VF+VG+0.5*VH)-(VB)
PBC = 4KN (Comp)
Joint (B)
∑Fx=0 gives;
PBA+PBC=PBG
PBG= -
(1.5*VB+0.5*HB*tanθ+VC+HC*tanθ+0.5*VD+0.5*HD*tanθ+1.5*VF+VG+0.5*VH)
+(1.5*VB+0.5*HB* tanθ+ VC+HC*tanθ+0.5*VD+0.5*HD*tanθ+1.5*VF+VG+0.5*VH)-
(VB)
PBG=2KN (Comp)
At Joint (C)
24
VB
PBC
PBG
PBA
PBF
HB

ΣFy=0 gives;
PCG-VC=0
PCG=2KN (Tensile)
Joint (C)
∑Fx=0 gives;
PBC+PCD=0
PCD=-
(1.5*VB+0.5*HB*tanθ+VC+HC*tanθ+0.5*VD+0.5*HD*tanθ+1.5*VF+VG+0.5*VH)-
(VB)
PCD=4KN (Comp)
At Joint (G)
∑Fy=0 gives;
PCG+PBG*sinθ+ PDG*sinθ+ VG=0
PDG= - (VG/ sinθ+ PCG/sinθ + PBG)
PDG= 2KN (Comp)
25
PBC PCD
VC
PGC
HC
PGC
PGDPGB
PGHPGF
VG
HG

∑Fx=0 gives;
PGH-PFG=0
PGH= (1.299*VB+0.433*HB*tanθ+0.866*VC +0.866*HC*tanθ+
0.433*VD+0.433*HD*tanθ+1.299*VF+0.866*VG+ 0.433*VH) + (HG)
PGH=5.196+0
PGH=5.196N (Tensile)
At Joint (H)
∑Fy=0 gives;
PDH+VH=0
PDH =0KN
∑Fx = 0 gives;
PEH+PGH=0 gives;
PEH= - (PGH)
PEH=
(1.299*VB+0.433*tanθ+0.866*VC+0.866*HC*tanθ+0.433*VD+0.433*HD*tanθ+1.299
*VF+0.866*VG+ 0.433*VH+ HH)
PEH=5.196KN (Tensile)
26
PDH
PEHPGH
VH
HH

At joint (E)
ΣFy=0 gives;
PDEsin30 = - (RE+VE)
PDE= - (0.5VB-0.5HBtanθ+VC-HCtanθ+1.5VD-0.5HBtanθ+0.5VF+VG+1.5VH+HE)
8. ANALYSIS OF TRUSS SYSTEMS IN STAAD.PRO
Two truss systems were modeled in STAAD.PRO and are checked for a
particular Loading Pattern. The arrangement and the Output are mentioned in
this report. First the Truss System 1 was analyzed and then Truss system 2,
the output for which has been mentioned as per the order mentioned above.
27
VEPDE
PEH
RE
HE

STAAD OUTPUT FOR TRUSS SYSTEM 1
Job Information
Engineer Checked Approved
Name: TAUSIF ALAM RUPESH ANAND
Date: 13-Jul-10
Structure Type TRUSS ANALYSIS
28
ARRANGEMENT OF TRUSS SYSTEM 1

Number of Nodes 6 Highest Node 6
Number of Elements 9 Highest Beam 9
Number of Basic Load Cases 1
Number of Combination Load Cases 0
Included in this printout are data for:
All The Whole Structure
Included in this printout are results for load cases:
Type L/C Name
Primary 1 ALL AXIAL FORCES
Nodes
Node
X
(m)
Y
(m)
Z
(m)
1 0.000 0.000 0.000
2 3.000 0.000 0.000
3 6.000 0.000 0.000
4 6.000 3.000 0.000
5 3.000 3.000 0.000
6 0.000 3.000 0.000
Beams
Beam Node A Node B
Length
(m)
Property
β
(degrees)
1 1 2 3.000 1 0
2 2 3 3.000 1 0
3 3 4 3.000 1 0
4 2 5 3.000 1 0
5 1 6 3.000 1 0
6 6 2 4.243 1 0
7 4 2 4.243 1 0
8 4 5 3.000 1 0
9 5 6 3.000 1 0
Section Properties
Prop Section
Area
(in2
)
Iyy
(in4
)
Izz
(in4
)
J
(in4
)
Material
1 ISMB100 2.263 0.985 6.198 0.050 STEEL
29

Supports
Node
X
(kip/in)
Y
(kip/in)
Z
(kip/in)
rX
(kip-
ft/deg)
rY
(kip-
ft/deg)
rZ
(kip-
ft/deg)
1 Fixed Fixed Fixed - - -
3 - Fixed - - - -
Releases
There is no data of this type.
Basic Load Cases
Number Name
1 AXIAL FORCE
Combination Load Cases
Load Generators
Node Loads : 1 AXIAL FORCE
Node
FX
(kN)
FY
(kN)
FZ
(kN)
MX
(kN-
m)
MY
(kN-
m)
MZ
(kN-
m)
4 - -25.000 - - - -
-10.000 - - - - -
5 - -15.000 - - - -
6 - -15.000 - - - -
10.000 - - - - -
Node Displacements
Node L/C
X
(mm)
Y
(mm)
Z
(mm)
Resultant
(mm)
rX
(rad)
rY
(rad)
rZ
(rad)
1 1:AXIAL FORCE 0.000 0.000 0.000 0.000 0.000 0.000 0.000
2 1:AXIAL FORCE 0.000 -0.680 0.000 0.680 0.000 0.000 0.000
3 1:AXIAL FORCE 0.000 0.000 0.000 0.000 0.000 0.000 0.000
4 1:AXIAL FORCE -0.128 -0.334 0.000 0.358 0.000 0.000 0.000
5 1:AXIAL FORCE 0.051 -0.835 0.000 0.836 0.000 0.000 0.000
6 1:AXIAL FORCE 0.231 -0.231 0.000 0.327 0.000 0.000 0.000
30

Beam End Forces
Sign convention is as the action of the joint on the beam.
Axial Shear Torsion Bending
Beam Node L/C
Fx
(kN)
Fy
(kN)
Fz
(kN)
Mx
(kN-
m)
My
(kN-
m)
Mz
(kN-
m)
1 1 1:AXIAL FORCE -0.000 0.000 0.000 0.000 0.000 0.000
2 1:AXIAL FORCE 0.000 0.000 0.000 0.000 0.000 0.000
2 2 1:AXIAL FORCE 0.000 0.000 0.000 0.000 0.000 0.000
3 1:AXIAL FORCE -0.000 0.000 0.000 0.000 0.000 0.000
3 3 1:AXIAL FORCE 32.500 0.000 0.000 0.000 0.000 0.000
4 1:AXIAL FORCE -32.500 0.000 0.000 0.000 0.000 0.000
4 2 1:AXIAL FORCE 15.000 0.000 0.000 0.000 0.000 0.000
5 1:AXIAL FORCE -15.000 0.000 0.000 0.000 0.000 0.000
5 1 1:AXIAL FORCE 22.500 0.000 0.000 0.000 0.000 0.000
6 1:AXIAL FORCE -22.500 0.000 0.000 0.000 0.000 0.000
6 6 1:AXIAL FORCE -10.607 0.000 0.000 0.000 0.000 0.000
2 1:AXIAL FORCE 10.607 0.000 0.000 0.000 0.000 0.000
7 4 1:AXIAL FORCE -10.607 0.000 0.000 0.000 0.000 0.000
2 1:AXIAL FORCE 10.607 0.000 0.000 0.000 0.000 0.000
8 4 1:AXIAL FORCE 17.500 0.000 0.000 0.000 0.000 0.000
5 1:AXIAL FORCE -17.500 0.000 0.000 0.000 0.000 0.000
9 5 1:AXIAL FORCE 17.500 0.000 0.000 0.000 0.000 0.000
6 1:AXIAL FORCE -17.500 0.000 0.000 0.000 0.000 0.000
Beam End Force Summary
The signs of the forces at end B of each beam have been reversed. For example: this means that the Min Fx entry
gives the largest tension value for an beam.
Beam Node L/C
Fx
(kN)
Fy
(kN)
Fz
(kN)
Mx
(kN-
m)
My
(kN-
m)
Mz
(kN-
m)
Max Fx 3 3 1:AXIAL FORCE 32.500 0.000 0.000 0.000 0.000 0.000
Min Fx 7 4 1:AXIAL FORCE -10.607 0.000 0.000 0.000 0.000 0.000
Max Fy 1 1 1:AXIAL FORCE -0.000 0.000 0.000 0.000 0.000 0.000
Min Fy 1 1 1:AXIAL FORCE -0.000 0.000 0.000 0.000 0.000 0.000
Max Fz 1 1 1:AXIAL FORCE -0.000 0.000 0.000 0.000 0.000 0.000
Min Fz 1 1 1:AXIAL FORCE -0.000 0.000 0.000 0.000 0.000 0.000
Max Mx 1 1 1:AXIAL FORCE -0.000 0.000 0.000 0.000 0.000 0.000
Min Mx 1 1 1:AXIAL FORCE -0.000 0.000 0.000 0.000 0.000 0.000
Max My 1 1 1:AXIAL FORCE -0.000 0.000 0.000 0.000 0.000 0.000
Min My 1 1 1:AXIAL FORCE -0.000 0.000 0.000 0.000 0.000 0.000
Max Mz 1 1 1:AXIAL FORCE -0.000 0.000 0.000 0.000 0.000 0.000
Min Mz 1 1 1:AXIAL FORCE -0.000 0.000 0.000 0.000 0.000 0.000
31

Beam Force Detail Summary
Sign convention as diagrams:- positive above line, negative below line except Fx where positive is compression.
Distance d is given from beam end A.
Beam L/C
d
(m)
Fx
(kN)
Fy
(kN)
Fz
(kN)
Mx
(kN-
m)
My
(kN-
m)
Mz
(kN-
m)
Max Fx 3 1:AXIAL FORCE 0.000 32.500 0.000 0.000 0.000 0.000 0.000
Min Fx 7 1:AXIAL FORCE 0.000 -10.607 0.000 0.000 0.000 0.000 0.000
Max Fy 1 1:AXIAL FORCE 0.000 -0.000 0.000 0.000 0.000 0.000 0.000
Min Fy 1 1:AXIAL FORCE 0.000 -0.000 0.000 0.000 0.000 0.000 0.000
Max Fz 1 1:AXIAL FORCE 0.000 -0.000 0.000 0.000 0.000 0.000 0.000
Min Fz 1 1:AXIAL FORCE 0.000 -0.000 0.000 0.000 0.000 0.000 0.000
Max Mx 1 1:AXIAL FORCE 0.000 -0.000 0.000 0.000 0.000 0.000 0.000
Min Mx 1 1:AXIAL FORCE 0.000 -0.000 0.000 0.000 0.000 0.000 0.000
Max My 1 1:AXIAL FORCE 0.000 -0.000 0.000 0.000 0.000 0.000 0.000
Min My 1 1:AXIAL FORCE 0.000 -0.000 0.000 0.000 0.000 0.000 0.000
Max Mz 1 1:AXIAL FORCE 0.000 -0.000 0.000 0.000 0.000 0.000 0.000
Min Mz 1 1:AXIAL FORCE 0.000 -0.000 0.000 0.000 0.000 0.000 0.000
Beam Maximum Moments
Distances to maxima are given from beam end A.
Beam Node A
Length
(m)
L/C
d
(m)
Max My
(kN-
m)
d
(m)
Max Mz
(kN-
m)
1 1 3.000 1:AXIAL FORCE Max -ve 0.000 0.000 0.000 0.000
Max +ve 0.000 0.000 0.000 0.000
Max +ve 0.000 0.000 0.000 0.000
Max +ve 0.000 0.000 0.000 0.000
Max +ve 0.000 0.000 0.000 0.000
Max +ve 0.000 0.000 0.000 0.000
32

Max +ve 0.000 0.000 0.000 0.000
Max +ve 0.000 0.000 0.000 0.000
Max +ve 0.000 0.000 0.000 0.000
Max +ve 0.000 0.000 0.000 0.000
Beam Maximum Axial Forces
Beam Node A
Length
(m)
L/C
d
(m)
Max Fx
(kN)
1 1 3.000 1:AXIAL FORCE Max -ve
Max +ve 0.000 -0.000
2 2 3.000 1:AXIAL FORCE Max -ve 0.000 0.000
Max +ve
Max +ve
Max +ve
Max +ve
Beam Node A
Length
(m)
L/C
d
(m)
Max Fz
(kN)
d
(m)
Max Fy
(kN)
Max +ve 0.000 0.000 0.000 0.000
Max +ve 0.000 0.000 0.000 0.000
Max +ve 0.000 0.000 0.000 0.000
Max +ve 0.000 0.000 0.000 0.000
Max +ve 0.000 0.000 0.000 0.000
Max +ve 0.000 0.000 0.000 0.000
Max +ve 0.000 0.000 0.000 0.000
Max +ve 0.000 0.000 0.000 0.000
Max +ve 0.000 0.000 0.000 0.000
33

Max +ve 0.000 -10.607
Max +ve 0.000 -10.607
Max +ve
Max +ve
Beam Maximum Forces by Section Property
Section
Max Fx
(kN)
Max Fy
(kN)
Max Fz
(kN)
Max Mx
(kN-
m)
Max My
(kN-
m)
Max Mz
(kN-
m)
ISMB100 Max +ve 32.500 0.000 0.000 0.000 0.000 0.000
Max -ve -10.607 0.000 0.000 0.000 0.000 0.000
Beam Combined Axial and Bending Stresses
Beam Combined Axial and Bending Stresses Summary
Max Comp Max Tens
Beam L/C
Length
(m)
Stress
(MPa)
d
(m)
Corner
Stress
(MPa)
d
(m)
Corner
1 1:AXIAL FORCE 3.000 -0.000 0.000 1
2 1:AXIAL FORCE 3.000 0.000 0.000 1
3 1:AXIAL FORCE 3.000 22.260 0.000 1
4 1:AXIAL FORCE 3.000 10.274 0.000 1
5 1:AXIAL FORCE 3.000 15.411 0.000 1
6 1:AXIAL FORCE 4.243 -7.265 0.000 1
7 1:AXIAL FORCE 4.243 -7.265 0.000 1
8 1:AXIAL FORCE 3.000 11.986 0.000 1
9 1:AXIAL FORCE 3.000 11.986 0.000 1
Beam Profile Stress
34

Reactions
Horizontal Vertical Horizontal Moment
Node L/C
FX
(kN)
FY
(kN)
FZ
(kN)
MX
(kN-
m)
MY
(kN-
m)
MZ
(kN-
m)
1 1:AXIAL FORCE -0.000 22.500 0.000 0.000 0.000 0.000
3 1:AXIAL FORCE 0.000 32.500 0.000 0.000 0.000 0.000
Reaction Summary
Node L/C
FX
(kN)
FY
(kN)
FZ
(kN)
MX
(kN-
m)
MY
(kN-
m)
MZ
(kN-
m)
Max FX 3 1:AXIAL FORCE 0.000 32.500 0.000 0.000 0.000 0.000
Min FX 1 1:AXIAL FORCE -0.000 22.500 0.000 0.000 0.000 0.000
Max FY 3 1:AXIAL FORCE 0.000 32.500 0.000 0.000 0.000 0.000
Min FY 1 1:AXIAL FORCE -0.000 22.500 0.000 0.000 0.000 0.000
Max FZ 1 1:AXIAL FORCE -0.000 22.500 0.000 0.000 0.000 0.000
Min FZ 1 1:AXIAL FORCE -0.000 22.500 0.000 0.000 0.000 0.000
Max MX 1 1:AXIAL FORCE -0.000 22.500 0.000 0.000 0.000 0.000
Min MX 1 1:AXIAL FORCE -0.000 22.500 0.000 0.000 0.000 0.000
Max MY 1 1:AXIAL FORCE -0.000 22.500 0.000 0.000 0.000 0.000
Min MY 1 1:AXIAL FORCE -0.000 22.500 0.000 0.000 0.000 0.000
Max MZ 1 1:AXIAL FORCE -0.000 22.500 0.000 0.000 0.000 0.000
Min MZ 1 1:AXIAL FORCE -0.000 22.500 0.000 0.000 0.000 0.000
Reaction Envelope
There is no data of this type - Analysis results are not available
Failed Members
35

Statics Check Results
L/C
FX
(kN)
FY
(kN)
FZ
(kN)
MX
(kN-
m)
MY
(kN-
m)
MZ
(kN-
m)
1:AXIAL FORCE Loads 0.000 -55.000 0.000 0.000 0.000 -195.000
1:AXIAL FORCE Reactions -0.000 55.000 0.000 0.000 0.000 195.000
Difference -0.000 0.000 0.000 0.000 0.000 -0.000
STAAD OUTPUT FOR TRUSS SYSTEM 2
36

Job Information
Engineer Checked Approved
Name: TAUSIF ALAM P RAMAKANTH
Date: 16-Jul-10
Structure Type PLANE FRAME
Number of Nodes 8 Highest Node 8
Number of Elements 13 Highest Beam 13
Number of Basic Load Cases 1
Number of Combination Load Cases 0
Included in this printout are data for:
All The Whole Structure
Included in this printout are results for load cases:
Type L/C Name
Primary 1 AXIAL LOADS
37
ARRANGEMENT OF TRUSS SYSTEM 2

Nodes
Node
X
(m)
Y
(m)
Z
(m)
1 0.000 0.000 0.000
2 4.000 0.000 0.000
3 10.000 0.000 0.000
4 16.000 0.000 0.000
5 20.000 0.000 0.000
6 4.000 2.000 0.000
7 10.000 5.000 0.000
8 16.000 2.000 0.000
Beams
Beam Node A Node B
Length
(m)
Property
b
(degrees)
1 1 2 4.000 1 0
2 2 3 6.000 1 0
3 3 4 6.000 1 0
4 4 5 4.000 1 0
5 1 6 4.472 1 0
6 6 7 6.708 1 0
7 7 8 6.708 1 0
8 8 5 4.472 1 0
9 4 8 2.000 1 0
10 3 7 5.000 1 0
11 2 6 2.000 1 0
12 6 3 6.325 1 0
13 3 8 6.325 1 0
Section Properties
Prop Section
Area
(cm2
)
Iyy
(cm4
)
Izz
(cm4
)
J
(cm4
)
Material
1 ISMB150 19.000 53.000 725.997 2.866 STEEL
Materials
Mat Name
E
(N/mm2
)
n
Density
(N/mm3
)
a
(1/°K)
3 STEEL 200E 3 0.300 0.000 3.61E -6
4 STAINLESSSTEEL 193E 3 0.300 0.000 5.5E -6
5 ALUMINUM 68.9E 3 0.330 0.000 7.11E -6
6 CONCRETE 21.7E 3 0.170 0.000 3.06E -6
Supports
Node
X
(kN/m)
Y
(kN/m)
Z
(kN/m)
rX
(kN-
m/deg)
rY
(kN-
m/deg)
rZ
(kN-
m/deg)
1 Fixed Fixed Fixed - - -
5 - Fixed - - - -
Releases
38

Basic Load Cases
Number Name
1 AXIAL LOADS
Combination Load Cases
Load Generators
Node Displacements
Node L/C
X
(mm)
Y
(mm)
Z
(mm)
Resultant
(mm)
rX
(deg)
rY
(deg)
rZ
(deg)
1 1:AXIAL LOADS 0.000 0.000 0.000 0.000 0.000 0.000 0.000
2 1:AXIAL LOADS 1.537 -12.364 0.000 12.459 0.000 0.000 0.000
3 1:AXIAL LOADS 3.843 -12.378 0.000 12.961 0.000 0.000 0.000
4 1:AXIAL LOADS 5.249 -9.334 0.000 10.709 0.000 0.000 0.000
5 1:AXIAL LOADS 6.186 0.000 0.000 6.186 0.000 0.000 0.000
6 1:AXIAL LOADS 4.937 -12.259 0.000 13.216 0.000 0.000 0.000
7 1:AXIAL LOADS 3.593 -11.733 0.000 12.271 0.000 0.000 0.000
8 1:AXIAL LOADS 2.828 -9.334 0.000 9.753 0.000 0.000 0.000
Node Displacement Summary
Node L/C
X
(mm)
Y
(mm)
Z
(mm)
Resultant
(mm)
rX
(deg)
rY
(deg)
rZ
(deg)
Max X 5 1:AXIAL LOADS 6.186 0.000 0.000 6.186 0.000 0.000 0.000
Min X 1 1:AXIAL LOADS 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Max Y 1 1:AXIAL LOADS 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Min Y 3 1:AXIAL LOADS 3.843 -12.378 0.000 12.961 0.000 0.000 0.000
Max Z 1 1:AXIAL LOADS 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Min Z 1 1:AXIAL LOADS 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Max rX 1 1:AXIAL LOADS 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Min rX 1 1:AXIAL LOADS 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Max rY 1 1:AXIAL LOADS 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Min rY 1 1:AXIAL LOADS 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Max rZ 1 1:AXIAL LOADS 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Min rZ 1 1:AXIAL LOADS 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Max Rst 6 1:AXIAL LOADS 4.937 -12.259 0.000 13.216 0.000 0.000 0.000
Beam End Forces
Sign convention is as the action of the joint on the beam.
Beam Node L/C
Fx
(kN)
Fy
(kN)
Fz
(kN)
Mx
(kN-
m)
My
(kN-
m)
Mz
(kN-
m)
1 1 1:AXIAL LOADS -146.000 0.000 0.000 0.000 0.000 0.000
2 1:AXIAL LOADS 146.000 0.000 0.000 0.000 0.000 0.000
2 2 1:AXIAL LOADS -146.000 0.000 0.000 0.000 0.000 0.000
3 1:AXIAL LOADS 146.000 0.000 0.000 0.000 0.000 0.000
3 3 1:AXIAL LOADS -89.000 0.000 0.000 0.000 0.000 0.000
4 1:AXIAL LOADS 89.000 0.000 0.000 0.000 0.000 0.000
4 4 1:AXIAL LOADS -89.000 0.000 0.000 0.000 0.000 0.000
39

5 1:AXIAL LOADS 89.000 0.000 0.000 0.000 0.000 0.000
5 1 1:AXIAL LOADS 90.561 0.000 0.000 0.000 0.000 0.000
6 1:AXIAL LOADS -90.561 0.000 0.000 0.000 0.000 0.000
6 6 1:AXIAL LOADS 54.784 0.000 0.000 0.000 0.000 0.000
7 1:AXIAL LOADS -54.784 0.000 0.000 0.000 0.000 0.000
7 7 1:AXIAL LOADS 99.505 0.000 0.000 0.000 0.000 0.000
8 1:AXIAL LOADS -99.505 0.000 0.000 0.000 0.000 0.000
8 8 1:AXIAL LOADS 99.505 0.000 0.000 0.000 0.000 0.000
5 1:AXIAL LOADS -99.505 0.000 0.000 0.000 0.000 0.000
9 4 1:AXIAL LOADS 0.000 0.000 0.000 0.000 0.000 0.000
8 1:AXIAL LOADS 0.000 0.000 0.000 0.000 0.000 0.000
10 3 1:AXIAL LOADS -49.000 0.000 0.000 0.000 0.000 0.000
7 1:AXIAL LOADS 49.000 0.000 0.000 0.000 0.000 0.000
11 2 1:AXIAL LOADS -20.000 0.000 0.000 0.000 0.000 0.000
6 1:AXIAL LOADS 20.000 0.000 0.000 0.000 0.000 0.000
12 6 1:AXIAL LOADS 60.084 0.000 0.000 0.000 0.000 0.000
3 1:AXIAL LOADS -60.084 0.000 0.000 0.000 0.000 0.000
13 3 1:AXIAL LOADS 0.000 0.000 0.000 0.000 0.000 0.000
8 1:AXIAL LOADS -0.000 0.000 0.000 0.000 0.000 0.000
Beam End Force Summary
The signs of the forces at end B of each beam have been reversed. For example: this means that the Min Fx entry
gives the largest tension value for an beam.
Axial Shear
Torsio
n
Bending
Bea
m
Nod
e
L/C
Fx
(kN)
Fy
(kN)
Fz
(kN)
Mx
(kN-
m)
My
(kN-
m)
Mz
(kN-
m)
Max Fx 8 8
1:AXIAL
LOADS
99.505 0.000 0.000 0.000 0.000 0.000
Min Fx 1 1 1:AXIAL -146.000 0.000 0.000 0.000 0.000 0.000
Max Fy 1 1 1:AXIAL -146.000 0.000 0.000 0.000 0.000 0.000
Min Fy 1 1 1:AXIAL -146.000 0.000 0.000 0.000 0.000 0.000
Max Fz 1 1 1:AXIAL -146.000 0.000 0.000 0.000 0.000 0.000
Min Fz 1 1 1:AXIAL -146.000 0.000 0.000 0.000 0.000 0.000
Max 1 1 1:AXIAL -146.000 0.000 0.000 0.000 0.000 0.000
Min Mx 1 1
1:AXIAL
LOADS
-146.000 0.000 0.000 0.000 0.000 0.000
Max
My
1 1
1:AXIAL
LOADS
-146.00 0.000 0.000 0.000 0.000 0.000
Min My 1 1 1:AXIAL -146.000 0.000 0.000 0.000 0.000 0.000
Max 1 1 1:AXIAL -146.000 0.000 0.000 0.000 0.000 0.000
Min Mz 1 1 1:AXIAL -146.000 0.000 0.000 0.000 0.000 0.000
Beam Force Detail Summary
Sign convention as diagrams:- positive above line, negative below line except Fx where positive is compression.
Distance d is given from beam end A.
Beam L/C
d
(m)
Fx
(kN)
Fy
(kN)
Fz
(kN)
Mx
(kN-
m)
My
(kN-
m)
Mz
(kN-
m)
Max 8 1:AXIAL 0.000 99.505 0.000 0.000 0.000 0.000 0.000
Min Fx 1 1:AXIAL 0.000 -146.000 0.000 0.000 0.000 0.000 0.000
Max 1 1:AXIAL 0.000 -146.000 0.000 0.000 0.000 0.000 0.000
Min Fy 1 1:AXIAL 0.000 -146.000 0.000 0.000 0.000 0.000 0.000
Max 1 1:AXIAL 0.000 -146.000 0.000 0.000 0.000 0.000 0.000
Min Fz 1 1:AXIAL 0.000 -146.000 0.000 0.000 0.000 0.000 0.000
Max 1 1:AXIAL 0.000 -146.000 0.000 0.000 0.000 0.000 0.000
Min 1 1:AXIAL 0.000 -146.000 0.000 0.000 0.000 0.000 0.000
40

Max 1 1:AXIAL 0.000 -146.000 0.000 0.000 0.000 0.000 0.000
Min 1 1:AXIAL 0.000 -146.000 0.000 0.000 0.000 0.000 0.000
Max 1 1:AXIAL 0.000 -146.000 0.000 0.000 0.000 0.000 0.000
Min 1 1:AXIAL 0.000 -146.000 0.000 0.000 0.000 0.000 0.000
Beam Maximum Moments
Beam Node A
Length
(m)
L/C
d
(m)
Max My
(kN-
m)
d
(m)
Max Mz
(kN-
m)
1 1 4.000 1:AXIAL Max -ve 0.000 0.000 0.000 0.000
Max +ve 0.000 0.000 0.000 0.000
2 2 6.000 1:AXIAL Max -ve 0.000 0.000 0.000 0.000
Max +ve 0.000 0.000 0.000 0.000
3 3 6.000 1:AXIAL Max -ve 0.000 0.000 0.000 0.000
Max +ve 0.000 0.000 0.000 0.000
4 4 4.000 1:AXIAL Max -ve 0.000 0.000 0.000 0.000
Max +ve 0.000 0.000 0.000 0.000
5 1 4.472 1:AXIAL Max -ve 0.000 0.000 0.000 0.000
Max +ve 0.000 0.000 0.000 0.000
6 6 6.708 1:AXIAL Max -ve 0.000 0.000 0.000 0.000
Max +ve 0.000 0.000 0.000 0.000
7 7 6.708
1:AXIAL
LOADS
Max -ve 0.000 0.000 0.000 0.000
Max +ve 0.000 0.000 0.000 0.000
8 8 4.472 1:AXIAL Max -ve 0.000 0.000 0.000 0.000
Max +ve 0.000 0.000 0.000 0.000
9 4 2.000 1:AXIAL Max -ve 0.000 0.000 0.000 0.000
Max +ve 0.000 0.000 0.000 0.000
10 3 5.000 1:AXIAL Max -ve 0.000 0.000 0.000 0.000
Max +ve 0.000 0.000 0.000 0.000
11 2 2.000 1:AXIAL Max -ve 0.000 0.000 0.000 0.000
Max +ve 0.000 0.000 0.000 0.000
12 6 6.325
1:AXIAL
LOADS
Max -ve 0.000 0.000 0.000 0.000
Max +ve 0.000 0.000 0.000 0.000
13 3 6.325
1:AXIAL
LOADS
Max -ve 0.000 0.000 0.000 0.000
Max +ve 0.000 0.000 0.000 0.000
Beam Maximum Axial Forces
Beam Node A
Length
(m)
L/C
d
(m)
Max Fx
(kN)
1 1 4.000 1:AXIAL LOADS Max -ve
Max +ve 0.000 -146.000
Max +ve 0.000 -146.000
Max +ve 0.000 -89.000
Max +ve 0.000 -89.000
5 1 4.472 1:AXIAL LOADS Max -ve 0.000 90.561
Max +ve
Max +ve
Max +ve
Max +ve
41

Max +ve 0.000 0.000
Max +ve 0.000 -49.000
Max +ve 0.000 -20.000
Max +ve
Max +ve
Beam Combined Axial and Bending Stresses
Beam L/C d
Corner 1
(MPa)
Corner 2
(MPa)
Corner 3
(MPa)
Corner 4
(MPa)
Max
Tens
(MPa)
Max
Comp
(MPa)
1
1:AXIAL
LOADS
0.000 -76.842 -76.842 -76.842 -76.842 -76.842 0.000
15.748 -76.842 -76.842 -76.842 -76.842 -76.842 0.000
31.496 -76.842 -76.842 -76.842 -76.842 -76.842 0.000
47.244 -76.842 -76.842 -76.842 -76.842 -76.842 0.000
62.992 -76.842 -76.842 -76.842 -76.842 -76.842 0.000
78.740 -76.842 -76.842 -76.842 -76.842 -76.842 0.000
94.488 -76.842 -76.842 -76.842 -76.842 -76.842 0.000
110.236 -76.842 -76.842 -76.842 -76.842 -76.842 0.000
125.984 -76.842 -76.842 -76.842 -76.842 -76.842 0.000
141.732 -76.842 -76.842 -76.842 -76.842 -76.842 0.000
157.480 -76.842 -76.842 -76.842 -76.842 -76.842 0.000
2 1:AXIAL 0.000 -76.842 -76.842 -76.842 -76.842 -76.842 0.000
23.622 -76.842 -76.842 -76.842 -76.842 -76.842 0.000
47.244 -76.842 -76.842 -76.842 -76.842 -76.842 0.000
70.866 -76.842 -76.842 -76.842 -76.842 -76.842 0.000
94.488 -76.842 -76.842 -76.842 -76.842 -76.842 0.000
118.110 -76.842 -76.842 -76.842 -76.842 -76.842 0.000
141.732 -76.842 -76.842 -76.842 -76.842 -76.842 0.000
165.354 -76.842 -76.842 -76.842 -76.842 -76.842 0.000
188.976 -76.842 -76.842 -76.842 -76.842 -76.842 0.000
212.598 -76.842 -76.842 -76.842 -76.842 -76.842 0.000
236.220 -76.842 -76.842 -76.842 -76.842 -76.842 0.000
3 1:AXIAL 0.000 -46.842 -46.842 -46.842 -46.842 -46.842 0.000
23.622 -46.842 -46.842 -46.842 -46.842 -46.842 0.000
47.244 -46.842 -46.842 -46.842 -46.842 -46.842 0.000
70.866 -46.842 -46.842 -46.842 -46.842 -46.842 0.000
94.488 -46.842 -46.842 -46.842 -46.842 -46.842 0.000
118.110 -46.842 -46.842 -46.842 -46.842 -46.842 0.000
141.732 -46.842 -46.842 -46.842 -46.842 -46.842 0.000
165.354 -46.842 -46.842 -46.842 -46.842 -46.842 0.000
188.976 -46.842 -46.842 -46.842 -46.842 -46.842 0.000
212.598 -46.842 -46.842 -46.842 -46.842 -46.842 0.000
236.220 -46.842 -46.842 -46.842 -46.842 -46.842 0.000
4 1:AXIAL 0.000 -46.842 -46.842 -46.842 -46.842 -46.842 0.000
15.748 -46.842 -46.842 -46.842 -46.842 -46.842 0.000
31.496 -46.842 -46.842 -46.842 -46.842 -46.842 0.000
47.244 -46.842 -46.842 -46.842 -46.842 -46.842 0.000
62.992 -46.842 -46.842 -46.842 -46.842 -46.842 0.000
78.740 -46.842 -46.842 -46.842 -46.842 -46.842 0.000
94.488 -46.842 -46.842 -46.842 -46.842 -46.842 0.000
110.236 -46.842 -46.842 -46.842 -46.842 -46.842 0.000
125.984 -46.842 -46.842 -46.842 -46.842 -46.842 0.000
141.732 -46.842 -46.842 -46.842 -46.842 -46.842 0.000
157.480 -46.842 -46.842 -46.842 -46.842 -46.842 0.000
5 1:AXIAL 0.000 47.664 47.664 47.664 47.664 0.000 47.664
17.607 47.664 47.664 47.664 47.664 0.000 47.664
35.214 47.664 47.664 47.664 47.664 0.000 47.664
52.821 47.664 47.664 47.664 47.664 0.000 47.664
70.427 47.664 47.664 47.664 47.664 0.000 47.664
88.034 47.664 47.664 47.664 47.664 0.000 47.664
42

105.641 47.664 47.664 47.664 47.664 0.000 47.664
123.248 47.664 47.664 47.664 47.664 0.000 47.664
140.855 47.664 47.664 47.664 47.664 0.000 47.664
158.462 47.664 47.664 47.664 47.664 0.000 47.664
176.068 47.664 47.664 47.664 47.664 0.000 47.664
6 1:AXIAL 0.000 28.834 28.834 28.834 28.834 0.000 28.834
26.410 28.834 28.834 28.834 28.834 0.000 28.834
52.820 28.834 28.834 28.834 28.834 0.000 28.834
79.231 28.834 28.834 28.834 28.834 0.000 28.834
105.641 28.834 28.834 28.834 28.834 0.000 28.834
132.051 28.834 28.834 28.834 28.834 0.000 28.834
158.461 28.834 28.834 28.834 28.834 0.000 28.834
184.871 28.834 28.834 28.834 28.834 0.000 28.834
211.281 28.834 28.834 28.834 28.834 0.000 28.834
237.692 28.834 28.834 28.834 28.834 0.000 28.834
264.102 28.834 28.834 28.834 28.834 0.000 28.834
7 1:AXIAL 0.000 52.371 52.371 52.371 52.371 0.000 52.371
26.410 52.371 52.371 52.371 52.371 0.000 52.371
52.820 52.371 52.371 52.371 52.371 0.000 52.371
79.231 52.371 52.371 52.371 52.371 0.000 52.371
105.641 52.371 52.371 52.371 52.371 0.000 52.371
132.051 52.371 52.371 52.371 52.371 0.000 52.371
158.461 52.371 52.371 52.371 52.371 0.000 52.371
184.871 52.371 52.371 52.371 52.371 0.000 52.371
211.282 52.371 52.371 52.371 52.371 0.000 52.371
237.692 52.371 52.371 52.371 52.371 0.000 52.371
264.102 52.371 52.371 52.371 52.371 0.000 52.371
8 1:AXIAL 0.000 52.371 52.371 52.371 52.371 0.000 52.371
17.607 52.371 52.371 52.371 52.371 0.000 52.371
35.214 52.371 52.371 52.371 52.371 0.000 52.371
52.820 52.371 52.371 52.371 52.371 0.000 52.371
70.427 52.371 52.371 52.371 52.371 0.000 52.371
88.034 52.371 52.371 52.371 52.371 0.000 52.371
105.641 52.371 52.371 52.371 52.371 0.000 52.371
123.248 52.371 52.371 52.371 52.371 0.000 52.371
140.854 52.371 52.371 52.371 52.371 0.000 52.371
158.461 52.371 52.371 52.371 52.371 0.000 52.371
176.068 52.371 52.371 52.371 52.371 0.000 52.371
9 1:AXIAL 0.000 0.000 0.000 0.000 0.000 0.000 0.000
7.874 0.000 0.000 0.000 0.000 0.000 0.000
15.748 0.000 0.000 0.000 0.000 0.000 0.000
23.622 0.000 0.000 0.000 0.000 0.000 0.000
31.496 0.000 0.000 0.000 0.000 0.000 0.000
39.370 0.000 0.000 0.000 0.000 0.000 0.000
47.244 0.000 0.000 0.000 0.000 0.000 0.000
55.118 0.000 0.000 0.000 0.000 0.000 0.000
62.992 0.000 0.000 0.000 0.000 0.000 0.000
70.866 0.000 0.000 0.000 0.000 0.000 0.000
78.740 0.000 0.000 0.000 0.000 0.000 0.000
10 1:AXIAL 0.000 -25.790 -25.790 -25.790 -25.790 -25.790 0.000
19.685 -25.790 -25.790 -25.790 -25.790 -25.790 0.000
39.370 -25.790 -25.790 -25.790 -25.790 -25.790 0.000
59.055 -25.790 -25.790 -25.790 -25.790 -25.790 0.000
78.740 -25.790 -25.790 -25.790 -25.790 -25.790 0.000
98.425 -25.790 -25.790 -25.790 -25.790 -25.790 0.000
118.110 -25.790 -25.790 -25.790 -25.790 -25.790 0.000
137.795 -25.790 -25.790 -25.790 -25.790 -25.790 0.000
157.480 -25.790 -25.790 -25.790 -25.790 -25.790 0.000
177.165 -25.790 -25.790 -25.790 -25.790 -25.790 0.000
196.850 -25.790 -25.790 -25.790 -25.790 -25.790 0.000
11 1:AXIAL 0.000 -10.526 -10.526 -10.526 -10.526 -10.526 0.000
7.874 -10.526 -10.526 -10.526 -10.526 -10.526 0.000
15.748 -10.526 -10.526 -10.526 -10.526 -10.526 0.000
23.622 -10.526 -10.526 -10.526 -10.526 -10.526 0.000
31.496 -10.526 -10.526 -10.526 -10.526 -10.526 0.000
39.370 -10.526 -10.526 -10.526 -10.526 -10.526 0.000
47.244 -10.526 -10.526 -10.526 -10.526 -10.526 0.000
55.118 -10.526 -10.526 -10.526 -10.526 -10.526 0.000
43

62.992 -10.526 -10.526 -10.526 -10.526 -10.526 0.000
70.866 -10.526 -10.526 -10.526 -10.526 -10.526 0.000
78.740 -10.526 -10.526 -10.526 -10.526 -10.526 0.000
12 1:AXIAL 0.000 31.623 31.623 31.623 31.623 0.000 31.623
24.900 31.623 31.623 31.623 31.623 0.000 31.623
49.799 31.623 31.623 31.623 31.623 0.000 31.623
74.699 31.623 31.623 31.623 31.623 0.000 31.623
99.599 31.623 31.623 31.623 31.623 0.000 31.623
124.499 31.623 31.623 31.623 31.623 0.000 31.623
149.398 31.623 31.623 31.623 31.623 0.000 31.623
174.298 31.623 31.623 31.623 31.623 0.000 31.623
199.198 31.623 31.623 31.623 31.623 0.000 31.623
224.098 31.623 31.623 31.623 31.623 0.000 31.623
248.997 31.623 31.623 31.623 31.623 0.000 31.623
13
1:AXIAL
LOADS
0.000 0.000 0.000 0.000 0.000 0.000 0.000
24.900 0.000 0.000 0.000 0.000 0.000 0.000
49.800 0.000 0.000 0.000 0.000 0.000 0.000
74.699 0.000 0.000 0.000 0.000 0.000 0.000
99.599 0.000 0.000 0.000 0.000 0.000 0.000
124.499 0.000 0.000 0.000 0.000 0.000 0.000
149.399 0.000 0.000 0.000 0.000 0.000 0.000
174.298 0.000 0.000 0.000 0.000 0.000 0.000
199.198 0.000 0.000 0.000 0.000 0.000 0.000
224.098 0.000 0.000 0.000 0.000 0.000 0.000
248.998 0.000 0.000 0.000 0.000 0.000 0.000
Beam Combined Axial and Bending Stresses Summary
Max Comp Max Tens
Beam L/C
Length
(m)
Stress
(MPa)
d
(m)
Corner
Stress
(MPa)
d
(m)
Corner
1
1:AXIAL
LOADS
4.000 -76.842 0.000 1
2
1:AXIAL
LOADS
6.000 -76.842 0.000 1
3
1:AXIAL
LOADS
6.000 -46.842 0.000 1
4
1:AXIAL
LOADS
4.000 -46.842 0.000 1
5
1:AXIAL
LOADS
4.472 47.664 0.000 1
6
1:AXIAL
LOADS
6.708 28.834 0.000 1
7
1:AXIAL
LOADS
6.708 52.371 0.000 1
8
1:AXIAL
LOADS
4.472 52.371 0.000 1
9
1:AXIAL
LOADS
2.000
10
1:AXIAL
LOADS
5.000 -25.790 0.000 1
11
1:AXIAL
LOADS
2.000 -10.526 0.000 1
12
1:AXIAL
LOADS
6.325 31.623 0.000 1
13
1:AXIAL
LOADS
6.325 0.000 0.000 1
Beam Profile Stress
44

Reactions
Node L/C FX (kN) FY (kN) FZ (kN)
MX
(kN-
m)
MY
(kN-
m)
MZ
(kN-
m)
1 1:AXIAL LOADS -65.000 40.500 0.000 0.000 0.000 0.000
5 1:AXIAL LOADS 0.000 44.500 0.000 0.000 0.000 0.000
Reaction Summary
Node L/C
FX
(kN)
FY
(kN)
FZ
(kN)
MX
(kN-
m)
MY
(kN-
m)
MZ
(kN-
m)
Max FX 5
1:AXIAL
LOADS
0.000 4.500 0.000 0.000 0.000 0.000
Min FX 1
1:AXIAL
LOADS
-65.000 40.500 0.000 0.000 0.000 0.000
Max FY 5 1:AXIAL 0.000 44.500 0.000 0.000 0.000 0.000
Min FY 1 1:AXIAL -65.000 40.500 0.000 0.000 0.000 0.000
Max FZ 1 1:AXIAL -65.000 40.500 0.000 0.000 0.000 0.000
Min FZ 1 1:AXIAL -65.000 40.500 0.000 0.000 0.000 0.000
Max MX 1 1:AXIAL -65.000 40.500 0.000 0.000 0.000 0.000
Min MX 1 1:AXIAL -65.000 40.500 0.000 0.000 0.000 0.000
Max MY 1 1:AXIAL -65.000 40.500 0.000 0.000 0.000 0.000
Min MY 1 1:AXIAL -65.000 40.500 0.000 0.000 0.000 0.000
Max MZ 1 1:AXIAL -65.000 40.500 0.000 0.000 0.000 0.000
Min MZ 1 1:AXIAL -65.000 40.500 0.000 0.000 0.000 0.000
Failed Members
Statics Check Results
L/C
FX
(kN)
FY
(kN)
FZ
(kN)
MX
(kN-
m)
MY
(kN-
m)
MZ
(kN-
m)
1:AXIAL
LOADS
Loads 65.000 -85.000 0.000 0.000 0.000 -890.001
1:AXIAL
LOADS
Reactions -65.000 85.000 0.000 0.000 0.000 890.001
45

Difference -0.000 0.000 0.000 0.000 0.000 0.000
9. RESULTS & CONCLUSIONS
Truss system has been understood entirely with its various elements, types,
stability and analysis for an unknown set of forces.
Further, two types of truss system have been analytically analyzed for a set of
unknown forces manually. Also, STAAD Files have been generated for both
the Truss systems comprising modeling, loading, and analysis. The results
46

drawn from manual calculation and from STAAD.PRO have been found to be
in compliance.
Furthermore, Standard Excel Program Files have been developed for the two
Truss systems for a set of unknown forces and the results were in
concurrence with the results obtained from the analysis of STAAD.PRO.
47

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