A COMPARATIVE STUDY ON RIGID CONNECTION DESIGN OF FRAMED MULTI STOREYED STEEL BUILDING BASED ON IS CODE AND AISC

International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056
Volume: 10 Issue: 10 | Oct 2023 www.irjet.net p-ISSN: 2395-0072
© 2023, IRJET | Impact Factor value: 8.226 | ISO 9001:2008 Certified Journal | Page 180
A COMPARATIVE STUDY ON RIGID CONNECTION DESIGN OF FRAMED
MULTI STOREYED STEEL BUILDING BASED ON IS CODE AND AISC
Abhinand Vijayan1, Anupama A S2, Jayakrishnan K S3, Reshma Ravi4, Sheela J George5
1234Students of Civil Engineering, Mar Athanasius College of Engineering, Kothamangalam, Kerala
5Assistant Professor, Mar Athanasius College of Engineering, Kothamangalam, Kerala
---------------------------------------------------------------------***---------------------------------------------------------------------
Abstract - Connections are crucial to any steel structure,
which is vital to form stability to support heavy loads and
withstand lateral forces. The major connections in multi
storied steel structures are column to beam moment
connection, beam to beam shear connection and also the
connection of column to the baseplate. Connection design is
the most critical and also the time-consuming stage of
designing. In this paper a G+2 multi storied steel buildingfora
hotel is analyzed with several loading conditions including
dead load, live load, wind load and seismic load using a
software and it has been designed for safety and serviceability
based on Indian standard codes. The connection design has
been done manually based on Indian standard codes and also
using a software based on American standard codes. The
results obtained fromthesoftwareand manualcalculationare
compared.
Key Words: Steel, design, analysis, foundation, connection
design, fin connection, moment connection, IS code, AISC
code
1.INTRODUCTION
Steel has been used in construction of tall buildingssince the
19th Century but nowadays steel has become an option for
smaller buildings and even personal residences. Steel has
many advantages over concrete, faster method of
construction meaning better for business. Because of its
increased durability and low maintenance, it is an attractive
building material. Thus, understanding steel and learning
how to design steel structures will help to prepare for the
future industry. In this paper we areanalysinganddesigning
a three storied steel hotel building. And a comparativestudy
of software connection design and manual connection. This
Design of Steel Structure teaches about design procedures
for steel structure members with and connections. This will
broaden knowledge of how to design suitable bolt and
welded connections for steel structures.
2. OBJECTIVES OF PROJECT
The main objective is to analyze and design the three storied
hotel steel building and its foundation, and designing and
comparison of the connection using IS Code and AISC
3. MODELLING AND ANALYSIS
f
f
i
Fig -1: Rendered view of building.
Column
o Depth- 450mm
o Flange width- 300mm
o Flange thickness- 16mm
o Web thickness- 10mm
Primary beam
o Depth- 550mm

Secondary beam
o Depth- 275mm
Fig -2: Bending moment diagram
Fig -3: Shear force diagram
Fig -4: Axial force diagram
4. DESIGNING
4.1 Connection design as per AISC
The connection design as per AISC is carried out
using the software IDEASTATICA
Baseplate
Fig -5: Baseplate connection isometric view
4 number of 20 mm diameter anchor bolt of 4.6
grade with anchor length 400mm is provided to connect a
baseplate of size 470×320×20mm to the pedestal. And the
column is welded to the baseplate 4.2mm double fillet weld
with length of weld 1018mm.
Fig -6: plan of baseplate connection
Moment connection
Fig -7: Moment connection

Table -1: Moment connection details
Plate Type Throat
thicknes
s (mm)
Length
(mm)
Bolt
End
plate(73
0×245×
16mm)
Double
fillet
Double
fillet
3.5
2.8
900
696
12 no
20mm
dia 4.6
grade
Stiffener
(90×90×
6mm)
Double
fillet
2.8 360
Stiffener
(230×90
×6mm)
Double
fillet
2.8
640
Stub(73
0×245×
15mm)
Fillet
Double
fillet
5.7
2.8
450
1060
12 no
20mm
dia 4.6
grade
Fig -8: Connection in endplate and stub
Shear connection
Fig – 9: Shear connection
Table -2: Shear connection details
Plate Type Throat
thickness
(mm)
Length
(mm)
Bolt
Fin
plate(19
5×120×1
2mm)
Double
fillet
5.7 195 2 no
20mm
dia 4.6
grade
Stiffener(
530×109.
5×6mm)
Double
fillet
2.8
749
Fig -10: Connection in fin plate
4.2 Connection design as per IS Code
Baseplate
Maximum load = 1378 kN
Column size = 450 x 10 (web)+ 300 x 16 (flange)
Base plate size
i. Depth of section+ 2× thickness of web = 450+ (2 ×
10) = 470mm
ii. Width of section + 2 ×thickness of web = 300+ 2×
10= 320 mm
Size of baseplate = 470 × 320 mm
Bearing pressure in concrete
Actual bearing pressure = = = 9.16 N/mm2
Permissible bearing pressure in concrete = 0.45 × fck=0.45×
25 = 11.25 N/mm2
Actual bearing pressure is less than permissible limit.Hence
assumed baseplate size is ok

Baseplate thickness
Bending moment = = = 185.5 ×103
Nmm
= M = f × = f × Z
M = =
6.6 M = fy ×b × t2
t = = = 60 mm
Provide 4 no of 24mm diameter anchor bolt :-
Anchor capacity
Torsion capacity, Tdt = (0.9 fu× Am) / ϒmb
= (0.9× 400 × 0.78 × ) /
1.25
= 70.57 kN
Tdt = (fyb × Asb ) / ϒm0
= (250 × )/ 1.1 = 78.54 kN
Torsion capacity of anchor bolt = 70.57 kN
Shear capacity of bolt
Vdt = (fu/√3) × (ns× An) / ϒmb
= (400/√3) × / 1.25 = 58.04 kN
Large joint effect (Bij) = 58.04 × 0.75 =43.53 kN
Calculation for plate thickness
Bolt tension Tb = Tnb/ϒmb
Tnb = 0.9xfubxAn < fybxAsbx(ϒmb/ ϒm0)
= 0.9x400x (0.78x x202) < 250 x ( x 202)
x(1.25/1.1)
= 88.2 kN < 89.25 kN
Tb = 88.2/1.25 = 70.56 kN
Moment M = = = 1.764 kNm
Thickness of plate, t = =
= 18.37 mm
Provide baseplate thickness as 20mm
Check for combined shear and tension
From Cl:10.4.6, Pg. no. 77, IS 800-2007
2 + 2 < 1
Tension in bolts due to moment = =
= 427.42 kN
Tension in each bolt = = 213.7 kN
Shear in each bolt = = 1.7 kN
Combined shear and tension = 2 + 2
= 0.11 < 1 hence safe
Calculation of imbedded length of anchor bolt
Design for stress in limit state method for plain bars in
tension
T = τbdx xdxL
τbd = 1.44 N/mm2 for M25 grade concrete
Tension in each bolt = 70.56 kN
ie; 70.56x103 = 1.4x x20xL
L = = 800 mm
Moment connection
Axial force = 58 kn
Shear force Fy = 18.8 kN
Fz = 0 kN `
Moment Mz = 218.85 kNm
Column Section Properties
D = Total Depth = 450 mm

Bf = Flange Width = 300 mm
tf = Thickness of flange = 16 mm
tw = Thickness of web = 10 mm
dw = Clear depth of web (D-2tf) = 418 mm
Axb= Area of section = 137.8 cm2
Beam Section Properties
Db = Total Depth = 550 mm
Bfb = Flange Width = 225 mm
tfb = Thickness of flange = 10 mm
twb = Thickness of web = 6 mm
dwb = Clear depth of web (D-2tf) = 530 mm
Axb= Area of section = 81.8 cm2
Grade of steel FE410
fy = Yield stress = 300 N/mm2
fu = Ultimate Tensile stress = 410 N/mm2
E.D = 40 mm, Gauge g =135 mm, Pitch =60 mm
Bolt Properties Using 20 mm Dia Bolts with 8.8 Grade
Hole Dia Do = 22 mm
fyb = 660 N/mm2, fu = 830 N/mm2
Net Area of Bolt = 245.044 mm2
Weld thickness for Beam web to Column = 5.7 mm
Weld thicness for Stiffener to Beam = 2.8 mm
Weld thickness for Stiffener to Column = 2.8 mm
End Plate Thickness = 16 mm
1) CHECK FOR TENSION IN TOP OR BOTTOM FLANGE
T = = = 405.27 kN
Tension Capacity of the Flange = = =
1309 kN
Hence safe
Shear Capacity of Flange for Fz = = =
755.804 kN
+ = = 0.31
FLANGE IS SAFE
2) EVALUATION OF WELD AT FLANGES AND WEB
a) Determine weld size around flange
Length of weld available in flange = 2 xBf -tw = 2 x225 - 6 =
444 mm
From Cl:10.5.7, Pg. no.: 79, IS 800- 2007
Design strength of Shop fillet weld 'fwd'=
= = 189.4 N/mm2
Force per mm length = = 0.42 kN/mm
Weld Strength for Size 5.7 double fillet weld = 0.707X5.7
X189.4 = 0.763 kN /mm
WELD SIZE IS OK
Provide 5.7mm fillet weld for the Beam Flange
b) Determine weld size around web
Resultant shear = 18.8 kN
Length of weld available =2D - 4tf = 2 X 550 – 4 X 16 =1036
mm
Checking the size of weld = 5.7 mm fillet weld
Weld capacity = 0.7x5.7x189.4x1036 = 782.9 kN > 18.8 KN
Therefore, 5.7 mm fillet weld to the Web
3) TO DETERMINE THE SIZE & NUMBER OF BOLTS
REQUIRED
a) Tension capacity of bolt Tb
Tension on each bolt= 405.27/4 = 101.3 KN
From CL:10.3.5, Pg. no.:76, IS 800-2007
Tension capacity of 20 dia 8.8 grade bolts
= (0.9 x fub x An) < (fyb x Asb x (‫ץ‬mb/ ‫ץ‬mo))
= (0.9x830x245.04) < (660 x314.16 x )
= 183.04 < 216.7 kN SAFE
Design capacity of bolt, Tb = 183.04/1.25 = 146.43 kN

b) Shear capacity of bolt 'Vdsb'
Shear force in each bolt= (18.8/8) = 2.35 kN
Shear capacity of bolt 'Vdsb' = = x
(2 x 0.78 x 314.16) )/1.25
= 92.8 kN SAFE IN SHEAR
Bearing capacity of bolt 'Vdpb' =
=2.5x0.66x20x16x410/ 1.25
= 173.2 kN SAFE
4) CHECK BOLTS SUBJECT TO COMBINED SHEAR &
TENSION
2 + 2 = 2 + 2
= 0.45
0.45 < 1 HENCE SAFE
5) CHECK END PLATE FOR MOMENT
Distance between bolt centre to flange edge of beam, L0=
57mm
Tension in each bolt = 101.3 kN
Moment at edge of the flange = tension in bolt x L0 = 101.3 x
57 = 5.77 kNm
Thk. Of plate, t = = = 18 mm
Therefore, Provide 18 mm thick End plate.
6) GROSS SHEAR CAPACITY OF PLATE
Gross shear area= Perimeter of I section x thickness of
endplate
= (40+(2 x130) + 550+ (2 x130) +40) x 18 = 62820
mm2
Design shear strength of end plate =
= = 8704.6 kN > 2.35 kN
SAFE
7) DESIGN OF STIFFENER PLATE
Tensile force transferred to flanges=2 x101.3= 202.6 kN
B. M. = 202.6 x 103x40 = 8.1 x106 N.mm
B. M. =8.1x106x0.4= 3.24 x 106 N.mm
thk. Of plate =6 mm & depth =90 mm
Section modulus of plate= (6 x902) / 6 =8100 mm3
Shear in the Stiffener =81.04 kN
Shear Stress = (81.04 x 103)/ (6 x 90) = 150 N/mm2
M/Z = (3.24 x 106)/ 8100 = 400 N/mm2 SAFE
a) Check Tension Capacity of the Stiffener
Tension in the Stiffener = 81.04 kN
Tension Capacity = KN SAFE
b) Check weld between stiffener & End Plate
Tension Force in the Stiffener =202.6 x 0.4 =81.04 kN
Weld length available =90 mm
3.5 mm double fillet weld, strength of the stiffener = 0.707 x
3.5 x2 x189.4 x90 = 84.4 kN
3.5 mm double fillet weld between Stiffener & End Plate
SUMMARY
End plate = 730 mm X 245 mm x18 mm
Bolts = 8 Nos 20 mm Dia Bolts
Stiffeners = 6 mm thick stiffeners
Weld = provide 5.7 mm fillet weld for the Beam Flange
Provide 2.8 mm double fillet Weld to Stiffener & Flange
Shear connection
Secondary beam
1) flange = 250 mm 8 mm
2) web = 259 mm 5 mm
Shear force acting = 17.72 kN
Assume 2 Nos 20 mm ø (high strength bolt grade 4.6)
Grade of steel = 345 N/mm2

Force in each bolt (shear) = = 8.86 kN
Spacing of bolt (pitch) as code = 2.5 d
Pitch = mm
Provided pitch = 60 mm (from bolt fixing erection
considered)
Minimum edge distance = 1.5 d
e = mm
provide edge distance = 40 mm (from bolt fixing erection
considered)
connecting plate thickness = 10 mm
welded to web of secondary beam and primary beam to
transfer the shear force from secondary to primary beam.
Design strength of bolt
1) Design strength of bolt in bearing based on connecting
plate as per IS 4000:1992
Nominal bearing strength Vdpb =
d = 20 mm t = 10 mm fy = 345 N/mm2
Vdpb = = 82800 N = 82.8
kN
Bearing capacity of bolt = = = 66.24 kN
2) design strength of bolt based on edge distance of bolt
hde in the direction of the minimum distance towards edge
of ply shall not exceed as per IS 4000 :1992
Vdpb =
e = 40 mm fy = 345 N/mm2 t = 10 mm
Vdpb = = 98571.43 N = 98.57 kN
Bearing capacity of bolt = = = 78.86 kN
4) shear capacity of bolt
where Vnsb =
fu = 400 N/mm2 Anb = 0.78 nn = 1
ns = 0
= =
56590.54 N
Vdsb = = 45272.43 N
= 45.27 kN
Long joint effect (βij) = 0.75
Shear capacity of bolt = 45.27 0.75 = 33.95 kN
5) bearing capacity of bolt
Vdpb =
Where Vnpb = 2.5 Kb d t fu
d = 20 mm t = 10 mm fu = 490 N/mm2
e = 40 mm p = 60 mm do = 22 mm
kb is smaller value of , - 0.25,
= = 0.60 - 0.25 =
– 0.25 = 0.65 = = 0.81
Therefore kb = 0.60
Vnpb = = 147000 N
Vdpb = = 117600 N = 117.6 kN
Over size and short slotted hole = 0.70
Vdpb = 117.6 0.70 = 82.32 kN
Shear capacity of bolt is least of these values
Therefore, shear capacity of bolt = 33.95 kN

Required shear capacity = 17.72 kN
Hence assume 2 Nos of 20 mm ø bolt with 10 mm thick
connecting plate.
Weld capacity of connecting plate
Connecting plate thickness = 10 mm
Weld size assume (S) = 6 mm
Effective weld size = 0.7S =
Design strength of fillet weld fwd =
Fwm = = = 230.94 N/mm2
Fwd = = 184.75 N/mm2
Weld length = 190 2 = 380 mm (Lw)
Weld capacity = fwd Lw t = 184.75 380 4.2 =
294861 N = 294.86 kN
Required weld capacity = 17.72 Kn
5. RESULT AND DISCUSSION
Design of connections are done using software and
manually. Considered main connections are beam to beam
connection (shearconnection),momentconnection(beamto
column connection) and baseplate to the columnconnection.
By comparing the manual design and software design of
each connections the following results are observed.
Baseplate
• In software design we have obtained size of baseplate as
470×320×20mm, connectedwith 4 number of anchor bolt of
20mm diameter with anchor length 400mm.
• In manual designing 4 number of anchor bolt of diameter
20mm in anchor length of 800mm is used to connect the
baseplate of size 470×320×20mm to the pedestal.
Moment connection
• Column and beams are connected by means of endplate,
stub and stiffeners in software design. Endplates are welded
to the flanges of beam in major axis and stub to the beams in
minor axis. And these are connected to the column by 12
number of 20mm diameter bolt.
• In manual calculation the beams are welded to endplates
and connected to column with 8 number of 20mm diameter
bolt.
Shear connection
• Primary and secondary beams are connected using fin
plates welded to the primary beam and bolted to the
secondary beam.
• In software design 5.7mm double fillet weld is provided for
connecting the 12 mm fin plate to the web of primary beam
and 2 numbers of 20 mm diameter bolt is used for the
connection of fin plate to secondary beam.
• In manual design a 10 mm fin plate is connected to the
primary beam with 4.2 mm weld and to the secondary beam
fin plate relates to 2 numbers of 20 mm diameter bolt
6. CONCLUSIONS
A functionally suitable steel structure considering
all the specifications as per IS codes is analyzed and
designed. The structure is analyzed with deadload,liveload,
wind load and seismic load. The design is found to be safe in
strength.
Connection designs are done using software and
manually. The software and manual designs are then
compared. Software designs are done based on AISC code
and manual designs are done based on IS codes. There are
slight variations in the results may be due to the
assumptions and factor of safety in both codes. However
manual design procedures are more accurate even if it takes
comparatively more time than the software design.
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A COMPARATIVE STUDY ON RIGID CONNECTION DESIGN OF FRAMED MULTI STOREYED STEEL BUILDING BASED ON IS CODE AND AISC

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