“Comparative Analysis And Design Of Pratt Truss Bridge And Warren Truss Bridge As Per AISC, And ASSHTO LRFD 2000 By using Autodesk Structural Analysis Software”

International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056
Volume: 09 Issue: 06 | Jun 2022 www.irjet.net p-ISSN: 2395-0072
© 2022, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page 2877
“Comparative Analysis And Design Of Pratt Truss Bridge And Warren
Truss Bridge As Per AISC, And ASSHTO LRFD 2000 By using Autodesk
Structural Analysis Software”
Amrapali Shende1, Prof. Nandkishor Sinha2
1M. Tech Student, Structural and Construction Engineering Department, Ballarpur Institute of Technology,
Maharashtra, India
2Assitant Professor, Structural and Construction Engineering Department, Ballarpur Institute of Technology,
Maharashtra, India
---------------------------------------------------------------------***---------------------------------------------------------------------
Abstract - Truss bridges appeared very early inthehistory of
modern bridges and are economical to construct. A bridge
must be designed to safely resist all loads and forces that may
reasonably occur during its life . These loads include not only
the weight of the structure and passing vehicles, but also load
from natural causes, such as wind load . The loads may act
individually but more commonly occur as a combination of
two or more loads applied simultaneously. In this paper to
study the design of Pratt truss bridge and Warren trussbridge
design and compare there results. Theloadeffectslikebending
moment and shear force, Stress are to be found under
factored load cases. The design is made based Finite element
method. So in this study Pratt truss bridge and Warren truss
bridge design and analysed by using ATUDESK STRUCTURAL
ANALYSIS software and this software used to analysed and
design the various types of structures like steel building , steel
structures, truss bridges, etc. Thestudyis madetocomparethe
results of truss bridges of both Pratt truss bridge and warren
truss type bridge, component, different parameter, loadeffect
like stress, shear force, bending moment, deflection
comparison, quantity of steel and concrete and construct and
economical status . This both TRUSS bridges designedbyAISC
(American institute of steel construction) code and ASHTHO
LRFD 2000 for loading. In this paper loading consider as dead
load, wind load, as per AISC, moving load is H15 as per
ASSTHO.
Key Words: Structural analysis, Warren truss bridge, Pratt
truss bridge, AUTODESK structural analysis professionals
software, AISC, ASHTHO LRFD 2000, etc.
1. INTRODUCTION
The truss bridges are a load-bearing structures that
they contain multiple vertical member, horizontal member ,
and diagonal members includes top chord, bottom chord.
Truss bridges are maximum strength with minimum
material quantity . The main part of truss bridge is floor
beams, stringers, portal strut and bracing , sway bracings,
lateral wind bracings , and deck this all parts of truss bridge.
The trusses support the bridge and its weight over large
span areas. Every truss bridges contain top chord and a
bottom chord, and this bothchordishorizontal member.The
Top chords member is in compression and bottom chords
member in tension. Diagonals member or post are
connected to the vertical and horizontal top chord and
bottom chord member. These diagonal members may be in
compression or tension. Truss bridges are one oldest types
of common and modern bridges. Following are the bridges
compared in the project that bridges are common bridges is
pratt truss bridge and warren truss bridge.
Fig.1. diagram for truss bridge
1.1 Pratt Truss bridge
Pratt truss bridges have been vertical members and
diagonals members that member slope was downward to
the centre. It is most commonly using for the railway
bridges. The basic form of Pratt truss bridge includes
triangular truss designs whose diagonal members slope
toward the center of the bridge. When underload,thisdesign
makes diagonal members aretension, and vertical members
are in suspension. self). If the diagonal members are made
from the solid material such as metal bars, and when for
heavy load bridge may needs need for implementation for
reinforcements to the center area of the Pratt truss bridge,
since that part of the bridge will always the strongest force
loads in bridge. Pratt truss bridges arestaticallydeterminate
structure. The Pratt truss became widely adopted, because
its design was the very simple design , economical also , and

easily erection of this bridge in the field. Following figures
show the all parts of truss bridge.
Fig.2. component of Pratt truss bridge.
1.2 Warren truss bridge
Warren truss bridge also contain top chord bottom
chord , and diagonal bracings and stringers inthe bridgeand
deck also. Warren truss bridge has beencontainlongitudinal
members vertical and horizontal and diagonal member in
the bridge. And in this bridge member joined only by the
angle cross-members. This type of truss bridge form bye the
equilateral triangles in the truss . this bridge is relatively
light but this bridge was strongest and economical truss
bridge. The equilateral triangles minimize the forces to only
compression and tension.
Fig.3 Warren truss bridge
1.3 Importance of Research Topic
In This research paper to study the types of truss
bridge i.e. Pratt truss bridge and Warren truss bridge , and
the parameter like stress, bending moment, shear force,
displacement, of both bridge and compare the results. The
bridge is design by AISC (AMERICAN INSTITUTE OF STEEL
CONSTRUCTION) Standard, and moving loadonbridgeis as
per ASSTHO LRFD Specification moving load on bridge H15
loading . The analysis and designing phase of these project
work was done by using AUTODESK STRUCTURAL
ANALYSIS PROFESSIONAL software. And calculate the
quantity of steel and concrete. compare which bridge is
economical bridge on weight of material.
1.4 Problem Statement
“Analyze and Design of Pratt truss bridge and Warren
truss bridge as per AISC Code , ASSTHO LRFD 2000
specification, moving load applied on bridge is H15 loading,
top length of bridge is 25.60m, bottom length of bridge is
32.00 m, height of bridge is 3m, no. of fields are 10, RC
floor is 10 inch thick.
1.3 Objective of the study
(1) To analyse and design of Pratt truss bridge as per AISC
method and ASSHTHO LRFD 2000 specification by using
Autodesk structural analysis professional 2022 software.
(2) To analyse and design of Warren truss bridge as per
AISC method and ASSHTHO LRFD 2000 specification by
using Autodesk structural analysis professional 2022
software.
(3) To compare the result maximumandminimummoment,
reaction, stress, displacement on different load condition.
(4) To Calculate quantity of material and compare the both
quantity .
(5) To match quantity of steel materials by using weight and
compare the different of quantity of material , find out
economical truss bridge.
2. METHODOLOGY
1. Project topic finalization.
2. Literature survey.
3. Planning of truss bridge.
4. Analysis and design of Pratt truss using AISC Standard.
5. Analysis and design of Warren truss bridge using AISC
standard.
6. Calculation of quantity of steel & reinforcement.
7. Comparing the respective resultsofboth pratttrussbridge
and warren truss bridge.
8. Conclusion.
2.1 Truss Bridge Analysis
The truss bridge is analyzing as per AISC , Material
properties of steel member is as per American standard,

section database as per AISC 15.0 American hot rolled shape
(AISC Edition 15.0), and loading on the truss bridge dead
load, wind load , data base is ASCE minimum design load
ASCE 7-.05 and moving load is as per ASSTHO specification,
steel design as per LRFD 2000 and the supportisprovidedat
1 side is pinned support and other side is roller support on
truss bridge.
2.2 APPROACH
i) Analysis of dead load, wind load is done by using the AISC
with the help of AUTODESK STRUCTURAL ANALYSIS
PROFESSIONALS 2022 software.
ii) Analysis of moving load i.e.vehicleloadisASPERAASTHO
specification is carried out with the help of Autodesk
structural analysis software steel design as per LRFD 2000.
4. ANALYSIS AND DESIGNOFPRATTTRUSSBRIDGE
Design data : Length of top chord=32m
Length of bottom chord =25.6m
Height= 3m
No. of fields=10 nos
Loading on bridge is wind load, dead load, live load,
moving load Code AASHTO
Vehicle name -H15
Load type
Concentrated load: F=53.38KN , X=0m, S=1828.8mm
Concentrated load: F=53.38KN , X=4267.2mm,
S=1828.8mm
SECTION PARAMETERS: : TOP CHORD HP 18X181
BOTTOM CHORD: : W16X67
DIAGONALS: L 3.5x3.5x0.25 , L6X6X3/4,
L5X5X3/4, L 3.5x3.5x0.25,
L 3x3x0.1875,
Fig 4. ( Front View ) 2-D Line Plan of Pratt Truss bridge.
Fig 5. ( 3D View ) 3D view of Pratt Truss bridge model.
Design of steel member section
STEEL MEMBER DESIGN
CODE: LRFD Specification for Structural Steel Buildings,
December 29,1999
ANALYSIS TYPE: Member Verification
CODE GROUP:
Member: 209 Simple member
Point: 3 Coordinate: x = 0.53 L = 17.07 m
LOADS:
Governing Load Case: 9 MOVING LOAD /18/ 9/18*1.00
MATERIAL:
STEEL Fy = 248.21 MPa
SECTION PARAMETERS: W16X67
d=414 mm Ay=8752 mm2
Az=4154 mm2
Ax=12645 mm2
b=259 mm Iy=397084780 mm4
Iz=49531540 mm4
J=994793 mm4
tw=10 mm Sy=1918191 mm3
Sz=382365 mm3
tf=17 mm Zy=2130318 mm3
Zz=581741 mm3
MEMBER PARAMETERS:
Ly = 32.00 m KLy/ry = 180.58 Lb = 32.00 m
Lz = 32.00 m KLz/rz = 511.29 Cb = 1.00
INTERNAL FORCES: NOMINAL STRENGTHS:
Mux = -0.00 kN*m fuvy,mx = 0.00 MPa
Pu = -38.13 kN fuvz,mx = 0.00 MPa Pn = 3138.67 kN

Muy = 33.76 kN*m Vuy = -0.08 Kn
Mny = 87.53 kN*m Vny = 1173.10 kN
Muz = 0.02 kN*m Vuz = 20.63 kN
Mnz = 144.39 kN*m Vnz = 618.62 kN
COEFFICIENTS:
Fi b = 0.90 Fi t = 0.90 Fi v = 0.90
SECTION ELEMENTS:
UNS = Compact STI = Compact
VERIFICATION FORMULAS:
Pu/(2*Fit*Pn) + (Muy/(Fib*Mny) + Muz/(Fib*Mnz)) =
0.44 < 1.00 LRFD (H1-1B)
Vuy/(Fiv*Vny) + fuvy,mx/(0.6*Fiv*Fy) = 0.00 < 1.00
Vuz/(Fiv*Vnz) + fuvz,mx/(0.6*Fiv*Fy) = 0.04 < 1.00 LRFD
(F2-2) (H2-2)
Section OK !!!
December 29,1999
CODE GROUP:
MEMBER: 2 POINT: 2
December 29,1999
CODE GROUP:
MEMBER: 2 POINT: 2 COORDINATE: x
= 0.44 L = 11.20 m
LOADS:
Governing Load Case: 1 DL1
MATERIAL:
SECTION PARAMETERS: HP18X181
d=457 mm Ay=23226 mm2
Az=11613 mm2
Ax=34323 mm2
b=457 mm Iy=1257018905 mm4
Iz=405409409 mm4
J=8615991 mm4
tw=25 mm Sy=5498770 mm3
Sz=1773444 mm3
tf=25 mm Zy=6210697 mm3
Zz=2736640 mm3
MEMBER PARAMETERS:
Ly = 25.60 m KLy/ry = 133.77 Lb = 25.60 m
Lz = 25.60 m KLz/rz = 235.55 Cb = 1.00
INTERNAL FORCES: NOMINAL STRENGTHS:
Mux = 0.01 kN*m fuvy,mx = 0.02 MPa
Pu = 473.86 kN fuvz,mx = 0.02 MPa Pn = 1070.61 kN
Muy = 52.79 kN*m Vuy = 0.17 kN Mny = 937.20 kN*m
Muz = -0.48 kN*m Vuz = -0.12 kN Mnz = 679.26 kN*m
COEFFICIENTS:
Fi b = 0.90 Fi c = 0.85 Fi v =
0.90
SECTION ELEMENTS:
Pu/(Fic*Pn) + 8/9*(Muy/(Fib*Mny) + Muz/(Fib*Mnz)) =
0.58 < 1.00 LRFD (H1-1A)
(F2-2) (H2-2)
Section OK !!!
MEMBER: 5 POINT: COORDINATE:
LOADS:
Governing Load Case: Manual
MATERIAL:
SECTION PARAMETERS: L6X6X3/4
d=152 mm Ay=2903 mm2
Az=2903 mm2
Ax=5458 mm2
b=152 mm Iy=11696103 mm4
Iz=11696103 mm4
J=670133 mm4
tw=19 mm Sy=108714 mm3
Sz=108860 mm3
tf=19 mm Zy=195006 mm3
Zz=195006 mm3
MEMBER PARAMETERS:
Ly = 4.39 m KLy/ry = 94.75
Lz = 4.39 m KLz/rz = 94.75
INTERNAL FORCES:
Pu = 492.04 kN fuvz,mx = 0.11 MPa Pn = 844.47 kN
Vuy = 0.35 kN
NOMINAL STRENGTHS:
Vny = 432.37 Kn Muz = 0.96 kN*m
Vuz = 0.67 kN Mnz = 48.40 kN*m
Vnz = 432.37 kN
COEFFICIENTS:
Fi b = 0.90 Fi c = 0.85 Fi v = 0.90
SECTION ELEMENTS:
UNS = Non-compact STI = Compact
Pu/(Fic*Pn) + 8/9*Muz/(Fib*Mnz) = 0.71 < 1.00 LRFD
(H1-1A)
(F2-2) (H2-2)
Section OK !!!

MEMBER: 11 POINT: 2 COORDINATE: x = 0.50 L = 2.19 m
LOADS:
MATERIAL:
SECTION PARAMETERS: L5X5X3/4
d=127 mm Ay=2419 mm2
Az=2419 mm2
Ax=4503 mm2
b=127 mm Iy=6534833 mm4
Iz=6534833 mm4
J=553588 mm4
tw=19 mm Sy=73794 mm3
Sz=73930 mm3
tf=19 mm Zy=133391 mm3
Zz=133391 mm3
MEMBER PARAMETERS:
Ly = 4.39 m KLy/ry = 115.15
Lz = 4.39 m KLz/rz = 115.15
INTERNAL FORCES:
NOMINAL STRENGTHS:
Muy = 0.61 kN*m Vuy = -0.06 kN Mny = 33.11 kN*m Vny = 360.31 kN
Muz = 0.04 kN*m Vuz = 0.00 kN Mnz = 33.11 kN*m Vnz = 360.31 kN
COEFFICIENTS:
Fi b = 0.90 Fi t = 0.90 Fi v = 0.90
SECTION ELEMENTS:
UNS = Non-compact STI = Compact
Pu/(Fit*Pn) + 8/9*(Muy/(Fib*Mny) + Muz/(Fib*Mnz)) =
0.42 < 1.00 LRFD (H1-1A)
(F2-2) (H2-2)
Section OK !!!
---------------------------------------------------------------------------
CODE GROUP:
MEMBER: 8 POINT: 2
COORDINATE: x = 0.50 L = 2.19 m
LOADS:
MATERIAL:
SECTION PARAMETERS: L 3.5x3.5x0.25
d=89 mm Ay=565 mm2
Az=565 mm2
Ax=1097 mm2
b=89 mm Iy=832463 mm4
Iz=832463 mm4
J=16067 mm4
tw=6 mm Sy=12845 mm3
Sz=12873 mm3
tf=6 mm Zy=23106 mm3
Zz=23106 mm3
MEMBER PARAMETERS:
Ly = 4.39 m KLy/ry = 159.21
Lz = 4.39 m KLz/rz = 159.21
-
INTERNAL FORCES:
Mux = 0.00 kN*m fuvy,mx = 0.01 MPa
NOMINAL STRENGTHS:
Muy = 0.15 kN*m Vuy = -0.00 kN
Mny = 5.74 kN*m Vny = 84.07 kN
Muz = -0.00 kN*m Vuz = 0.00 kN Mnz = 5.74 kN*m
COEFFICIENTS:
Fi b = 0.90 Fi t = 0.90 Fi v = 0.90
SECTION ELEMENTS:
UNS = Slender STI = Compact
Pu/(Fit*Pn) + 8/9*(Muy/(Fib*Mny) + Muz/(Fib*Mnz)) =
0.68 < 1.00 LRFD (H1-1A)
(F2-2) (H2-2)
Section OK !!!
CODE GROUP:
MEMBER: 15 POINT: 1 COO
LOADS:
Governing Load Case: 9 MOVING LOAD /30/ 9/30*1.00
MATERIAL:
SECTION PARAMETERS: L 3x3x0.1875
d=76 mm Ay=363 mm2
Az=363 mm2
Ax=703 mm2
b=76 mm Iy=394587 mm4
Iz=394587 mm4
J=5661 mm4
tw=5 mm Sy=7043 mm3
Sz=7100 mm3
tf=5 mm Zy=12684 mm3
Zz=12684 mm3
MEMBER PARAMETERS:
Ly = 3.00 m KLy/ry = 126.65

Lz = 3.00 m KLz/rz = 126.65
INTERNAL FORCES:
NOMINAL STRENGTHS:
Vuy = -0.00 kN Vny = 54.05 kN
Muz = -0.01 kN*m Vuz = 0.00 kN Mnz = 3.15 kN*m Vnz = 54.05 kN
COEFFICIENTS:
Fi b = 0.90 Fi t = 0.90 Fi v = 0.90
SECTION ELEMENTS:
UNS = Slender STI = Compact
Pu/(2*Fit*Pn) + Muz/(Fib*Mnz) = 0.09 < 1.00 LRFD
(H1-1B)
(F2-2) (H2-2)
Section OK !!!
4. ANALYSIS AND DESIGN OF WARREN TRUSS
BRIDGE
Design data : Length of top chord=32m
Length of bottom chord =25m
Height= 7m
No. of fields=10 nos
Loading on bridge is wind load, dead load, live load,
moving load Code AASHTO
Vehicle name -H15
Load type
Concentrated load: F=53.38KN , X=0m, S=1828.8mm
Concentrated load: F=53.38KN , X=4267.2mm,
S=1828.8mm
Fig 6. ( Front View ) 2-D Line Plan of Warren Truss bridge.
Fig 7. ( Front View ) 3-D view of Warren Truss bridge.
Design of steel member section
STEEL MEMBER DESIGN
December 29,1999
SECTION PARAMETERS: : TOP CHORD W 18X97
BOTTOM CHORD: 16X89
DIAGONALS: L8X8X3/4, L6X6X3/4,
L5X5X3/4, L 3.5x3.5x0.25, L 3x3x0.1875,
W12X45, W12X65,W18X97,W12X50,W12X53,
CODE GROUP:
MEMBER: 1 POINT:
COORDINATE: x = 0.80 L = 80.00 ft
LOADS:
Governing Load Case: 2 WIND1
MATERIAL:
STEEL Fy = 248 MPa
SECTION PARAMETERS: W18X97
d=470 mm Ay=1250 mm2
Az=640 mm2
Ax=184 mm2
b=28 cm Iy=728400 mm4
Iz=83660 mm4 J=244 mm4
tw=1 cm Sy=30840 mm3
Sz=5930 mm3
tf=2 cm Zy=34580 mm3
Zz=9060 mm3
MEMBER PARAMETERS:
Ly = 32m KLy/ry = 153.14 Lb = 32 m
Lz = 32m KLz/rz = 451.86 Cb = 1.00
INTERNAL FORCES:
Mux = 0.00 KN*m fuvy,mx = 0.00 MPa
Pu = 26.334kn.m fuvz,mx = 0.00 MPa
Pn = 155.87 KN

NOMINAL STRENGTHS:
Muy = -0.00 kN.m Vuy = -0.00 KN Mny = 613.23 kn.m Vny = 375.46 kip
Muz = -4.67 kn.m Vuz = 0.04KN Mnz = 737.96 KN.m Vnz = 214.94 kip
COEFFICIENTS:
Fi b = 0.90 Fi c = 0.85 Fi v =
0.90
SECTION ELEMENTS:
Pu/(2*Fic*Pn) + (Muy/(Fib*Mny) + Muz/(Fib*Mnz)) =
0.02 < 1.00 LRFD (H1-1B)
Vuz/(Fiv*Vons) + fuvz,mx/(0.6*Fiv*Fy) = 0.00 < 1.00
LRFD (F2-2) (H2-2)
Section ok
5.COMPARINGTHERESPECTIVERESULTSOFBOTH
WARREN TRUSS BRIDGE AND PRATT TRUSS
BRIDGE
5.1 WARREN TRUSS BRIDGE RESULT
Table -1: Maximum And Minimum Reaction Force
Calculation
Reaction
Force (Kn)
Dead Load
(Value)
Wind Load
(Value)
Moving Load
H15 (Value)
MAX
(KN)
MIN
(KN)
MAX
(KN)
MIN
(KN)
MAX
(KN)
MIN
(KN)
Fz=10kN 13.20 -13.12 4.49 -4.34 5.88 -
40.3
9
Fy=10 kN 26.41 -27.30 7.13 -53.42 8.32 -1.31
FX=5 KN 23.28 -28.82
9.02 -8.93
8.00 -9.04
Table -2: Maximum And Minimum Moment Calculation
MOMENT
(KN/M)
Dead Load
(Value)
Wind Load
(Value)
Moving Load
H15 (Value)
MAX
(KN/M
)
MIN
(KN/
M)
MAX
(KN/M
)
MIN
(KN/M)
MAX
(KN/
M)
MIN
(KN/
M)
Mz=50kN
m
38.00 -
13.53
19.01 -7.13 8.83 -4.83
My=10kN
m
20.89 -
42.12
4.21 -5.78 13.97 -
240.
40
Mz=5kn
m
0.38 -1.44
0.50 -0.04
0.16 -
0.58
Table -3: Maximum And Minimum normal Stress
Calculation Result
Normal
Stress
(Mn/M2)
Dead Load
(Value)
Wind Load
(Value)
Moving Load
H15 (Value)
Stress max=
50
( MN/M2)
Max
(MN/M2
)
min
(MN/M
2)
Max
(MN/M
2)
min
(MN/M
2)
Max
(MN/
M2)
min
(MN/
M2)
S(Max ) 38.00 -13.53 61.67 -1.62 8.83 -4.83
S(Min) 20.89 -42.12 1.63 -61.91 13.97 -
240.4
0
Table -4: Maximum And Minimum bending Stress
Calculation Result
Bending
Stress
(Mn/M2)
Dead Load
(Value)
Wind Load
(Value)
Moving Load
H15 (Value)
Bend
Stress
max=50
( MN/M2)
Max
(MN/M
2)
min
(MN/M
2)
Max
(MN/
M2)
min
(MN
/M2)
Max
(MN/
M2)
min
(MN/M
2)
S Max
(My)
8.73 -1.71 2.83 -
0.08
166.5
2
-8.74
S Max
(Mz)
121.04 -1.91 60.55 -
0.17
36.06 -10.24
S Min (My) 3.66 -
211.18
0.16 -
2.11
-17.20 -166.79
S Min
(Mz)
5.38 -
121.04
0.29 -
60.5
5
1.33 -17.2
5.2 Bill Of Quantity & Material Warren Truss Bridge
Type number Total
weight (kg)
Painting area
(mm2)
steel 142 95958 1520100504.62
Concrete
(deck)
177076

PRATT TRUSS BRIDGE RESULT
Table -1: Maximum And Minimum Reaction Force
Calculation
Reaction
Force
(Kn)
Dead Load
(Value)
Wind Load
(Value)
Moving Load
H15 (Value)
MAX
(KN)
MIN
(KN)
MAX
(KN)
MIN
(KN)
MAX
(KN)
MIN
(KN)
Fz=5kN 100.86 -99.54 0.41 -0.81 26.4
6
-
27.1
7
Fy=5kN 2.64 -2.98 0.22 -0.16 0.40 -0.48
FX+ C ,
FX- T
=100KN
985.65 -
506.79
2.98 -3.04
146.
01
-
76.3
1
Table -5: Maximum And Minimum Moment Calculation
moment
(KN/M)
Dead Load
(Value)
Wind Load
(Value)
Moving Load
H15 (Value)
MAX
(KN/M)
MIN
(KN/M
)
MAX
(KN/M
)
MIN
(KN/M
)
MAX
(KN/
M)
MIN
(KN/
M)
MZ=10k
N/m
4.53 -3.96 0.84 -0.39 1.10 -0.92
My=10k
N
237.11 -
136.45
0.51 -0.59 65.5
9
-
36.8
8
MX =e-
003
KN/m
3.59 -0.97
0.16 -0.14
0.69 -0.23
Table -6: Maximum And Minimum normal Stress
Calculation Result
Normal
Stress
(Mn/M2)
Dead Load
(Value)
Wind Load
(Value)
Moving Load
H15 (Value)
Stress
max=
50
( MN/M2)
Max
(MN/M
2)
min
(MN/M
2)
Max
(MN/M
2)
min
(MN/M
2)
Max
(MN/
M2)
min
(MN/
M2)
S(Max ) 97.92 -142.60 0.56 -3.94 19.31 -
40.63
S(min) 88.81 -150
01
4.27 -0.54 19.01 --
42.63
Table -7: Maximum And Minimum bending Stress
Calculation Result
Bending
Stress
(Mn/M2)
Dead Load
(Value)
Wind Load
(Value)
Moving Load H15
(Value)
Bend
Stress
max=50
( MN/M2)
Max
(MN/M
2)
min
(MN/
M2)
Max
(MN/
M2)
min
(MN/
M2)
Max
(MN/M2
)
min
(MN/M2
)
S Max
(My)
22.84 -1.83 3.40 -0.04 14.95 -0.22
S Max
(Mz)
11.43 -1.91 4.38 -0.10 4.39 -0.30
S Min
(My)
2.25 -11.12 0.02 -3.88 0.35 -14.95
S Min
(Mz)
2.03 -24.33 0.10 -3.82 0.35 -3.57
Bill Of Quantity & Material Pratt Truss Bridge
8. COMPARISON OF RESULTS
{A} For warren truss bridge : Steel Take off = 95958 kg
Total Quantity in kg = 95958 kg of steel s/c required
{B} For pratt truss bridge :- Steel Take off = 26877kg
1} Total Quantity in Kg = 26877 kg steel s/c required

9. CONCLUSION
Therefore, Cost of warren truss bridge = 95958x 67
= Rs. 6429186/-
Cost of Pratt truss bridge = 26871x 67
= Rs. 1800357/-
Therefore, Total Cost Saving Pratt truss bridge
= 6429186 – 1800357
Rs. 4628829/-
Therefore 56.24% of the total cost saving in Pratt truss
bridge so that Pratt truss bridge is proved to be economical
bridge as compared to warren truss bridge.
REFERENCES
[1] V.R. Shinde, Prof. A.S. Patil , (2021)“Comparative
analysis and of truss bridges,” IJERT, vol. 10, Jan-2021.
ISSN:2278-0181, publish by http://2278-0181
[2] Gopal Dayaram Pal 1 , Ashraf Patel2 , Niraj Meshram3,
Sayyed Aamir Hussain (2021) “A Review Study On
Different Truss Type RailwaySteel Bridge”JISRED,vol.4,
3 May-June 2021 ,www.ijsred.com.
[3] 1. Safwan Asghar abbas “Designing a Truss Bridge”
(2020)
https://www.researchgate.net/publication/348579526
DOI: 10.13140/RG.2.2.12015.05282
[4] Ankit Sharma1 Sumit Pahwa2 “A Review Study on
Bridge Truss Structure Analysis” IJSRD & Development|
Vol. 6, Issue 02, 2018 | ISSN (online): 2321-0613.
[5] Josh. J. Oliveira 1, Antonia. J. Reis.(2015) “composite
truss bridges, design & reaserch”
https://www.researchgate.net/publication/348579526
DOI: 10.13140/RG.2.2.12015.05282.
[6] Jorge Tito-Izquierdo 1 (2010) “Structural Evaluation Of
A Truss Pedestrian Bridge” University Of Houston,
Downtown AlbertoGomez-Rivas,University OfHouston,
Downtown © American Society For Engineering
Education, 2010.
[7] American Association of State Highway Transportation
Officials, AASHTOLRFDBridgeDesignSpecifications4th
edition.
[8] American Institute of Steel Construction. ANSI/AISC
360-05, Specifications for Structural Steel Buildings,
March 2005
[9] American Society of Civil Engineers - Structural
Engineering Institute. Minimum Design Loads for
Buildings and Other Structures, ASCE/SEI 7-05.
[10] Computers & Structures, Inc., “AUTODESK ROBOT
STRUCTUR ANALYSIS PROFESSION –Software for
Structural Analysis & Design, Technical Reference
Manual”
BIOGRAPHIES
Amrapali Shende 1, (M-Tech 2nd
Year Student), Structural and
Construction Engineering
Department, Ballarpur Institute
of Technology.
Prof. Nandkishor sinha2,
(Assistant Professor), Structural
and Construction Engineering
Department, Ballarpur institute
of Technology.
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