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Visit www.abqconsultants.comThis program Designs andOptimises Steel Connection as perAISC_ASD IX ed.Written and programmed byA B [email protected]@gmail.com99590102109959010211
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note : enter data in cells only
Connection Design as per AISC-ASD IX ed @ stiffner thk
thk plate
Section Data Bolt Row #1
x x mm
Outer Flange x x mm Bolt Row #2
Inner Flange x x mm
Bolt Row #3
Yeild Stress for Web , Flange and Connection Plate =
Yeild Stress for Bolts (ASTM A325) = 40 ksi =
Calculation of n.a Yb and Moment of Inertia
.: = ∑∑∑∑ A * Y =
∑∑∑∑ A
Actual Stresses
fb = P - M =
A Z
fb = P + M =
A Z
Actual Stresses 50 % section capacity
fb = P - M =
A Z
fb = P + M =
A Z
Verified by : Date :Calculation Sheet
Revision note :
Project :
cont'd :
Prepared by : Date :
Job no : Sheet No :
Ref Calculation Output
16 18
Left Right
Subject : Description :
Gl 'F' , (4' - 5')
500 48 350 40
Web 802 24 820 16
500 48 350 40
Connection
Plate Size600 x 18 600 x 18
o/o
40
345 Mpa
Zone below NA in Compression
1098
Yb (na)
16
312 mm
Loading 40
Load Case Axial (kn) Shear 'Y'(kn)
276 Mpa
o/o
898
Moment 'Z' (kn.m)
50 %
capacity0.00 1181.42
350
Step 1 600
DL + LL 500 900 1500
(Governs) Comp Tension @ top flange
Arm d cm
d = Y - YbA * d² (cm4)
I-oo Moment
of Inertia
Row # 1 6 24 27.143 92.8 2518.90
Bolts nos dia
(mm)
Area (cm2)Y(cm)( measured
from centre of
bottom flange)
A * Y ( cm2 )
61.57 102890.58
Row # 3 6 24 27.143 72.8 1976.04 41.57 46901.28
Row # 2 6 24 27.143 82.8 2247.47 51.57 72181.59
Row # 5 0 0 0.000 52.8 0.00 21.57 0.00
Row # 4 6 24 27.143 62.8 1704.60 31.57 27049.64
Row # 6 0 0 0.000 42.8 0.00 11.57 0.00
Web 46.77 16.62 777.14 -14.62 9991.47 3330.49
Flange 140.000 0 0.00 -31.23 136560.12 186.67
(from c/l of bottom flange)
Step 2
Bolts -21.45 <= 27.58 kn/cm2
I =399091.84
Total 295.344 9224.16 CM4
OK
Compression 13.43 <= 20.68 kn/cm2 OK
Neutral Axis Yb 31.23 cm
kn/cm2 OK
Compression 9.25 <= 20.68 kn/cm2 OK
flange
Check :
Bolts -18.23 <= 27.58
flange
Prep By : A B Quadri- Abq Consultants - 9959010210 - [email protected]/2 Royal Residency, Besides Amba talkies, Mehdipatnam , Hyderabad-India. 500028-www.abqconsultants.com
Visit
www.abqconsultants.com
This program Designs and
Optimises Steel Connection as per
AISC_ASD IX ed.
Written and programmed by
:-
A B Quadri
www.abqconsultants.com
9959010210
9959010211
Allowable stresses in Bolts for Bearing type connection
Ft = ksi ( AISC IX ed pg 5-74 ) fv = Shear = kn
area of total nos of bolts cm2
= ksi actual tension in bolt
= kn / cm2 > = kn/cm2
= ksi
a) Calculate Plate Thickness.
Load in Bolt row # 1 = kn / per bolt
Load in Bolt row # 2 = kn / per bolt
Load to flange = kn Li
Load to web = kn Ldi
b) Plate Moment.
M = Pi * Li = Li = Ldi - 1/4 bolt dia = mm
fb = 0.75 fy = kn / cm2
t =
= mm mm thk provided
Design of Weld
Flange weld to cap plate.
Load to flange Pf = kn ( from nos of bolts )
Length of weld = Width of plate Lw =
Use E70XX weld Allowable stress = 0.3 * 70 ksi = kn/cm2
fw (all) = Kn / cm / mm thickness of weld
.: tw = = mm thk
.: use kn/cm
Design of Stiffneer
Maximum load in Bolt = kn M = h
.: Thickness of Stiffness required = t = = required
.: use
Prepared by : Date :
Job no : Sheet No :
cont'd :
Verified by : Date :Calculation Sheet
Revision note :
Ref Calculation Output
Step 3
Project :
Subject : Description :
Bolts
(44)^2 - 2.15 fv2 900.00
217.15
43.853
30.236 -21.45 OK 4.14
100
48.51
106.73 kn.m 44
2
6.011
Step 4
97.03
86.57
100
48.51
Step 5
582.16 6
600 mm
14.479
25.85
6 * M
fb * Ldi
15.74 <= 18 OK
9.703
mm
Step 5
100
100 mm
97.03 485.13 kn.cm
1.0135
Pf 9.57
Lw * fw
12 mm thk weld OK
OK
Prep By : A B Quadri- Abq Consultants - 9959010210 - [email protected]/2 Royal Residency, Besides Amba talkies, Mehdipatnam , Hyderabad-India. 500028-www.abqconsultants.com
6 * M 14.07 mm
h ̂2 * 0.6 fy
16 mm thk stiffner
