For H columns

Depth of the column d = 200 mm

width of the flange (column) bf = 200 mm
Thickness of the flange t = 45 mm
Thickness of the web tw = 10 mm
depth of the web dw = 110 mm

Base Plate Size

Width of the base plate B = 230 mm
Depth of the base plate D = 230 mm
Yield strength of the plate fy = 275 N/mm2
Compressive strength of concrete fc' = 30.68 N/mm2
fc' = 3.068 KN/cm2
Design Input

Maximum Axial comnpression Pc = 700 kN

Maximum axial tension Pt = 120 kN
Shear occring simultaneously with Pt Vt = 10 kN
Maximum Shear force Vmax = 55 kN
m = 20.0
n = 35.0
35.0
n' = 50.0
m or n' whichever is highest k = 50 mm

Anchor Bolt Details

Number of Bolts = 2 Nos
Tension per Bolt = 60 kN
Allowable tensile stress for A36 bolts as per AISC-2005
= 170.24 kN/mm2
Area of bolt required = 0.3524 mm2
Diameter of Anchor bolt db = 30 mm
Area of single bolt = 706.5 mm2
= 7.065 cm2
Total Area of Anchor bolt At = 14.13 cm2
Distance between the bolt (IIrl to web) g = 50
a = 77.5
b = 100
Allowble bearing pressure (fp)
fp = 13.233 N/mm2
< 7.245 and
< 14.49
Required plate thickness
 tpl = 20.015
≥ 12 mm
so choose the plate thickness as 25 mm

Uplift force in each web per bolt Pw = 56.225 kN

Uplift force in each flange per bolt Pf = 29.926 kN

Requried plate tk. due to uplift in web

Tpl = 0.3607
≥ 12 mm
so choose the plate thickness as 25 mm
Required plate tk due to load to flange
Tpl = 0.552
≥ 12 mm
so choose the plate thickness as 25 mm

Weld
Flange Weld:
Minimum required calc.fillet weld (cm) Lfw = 0.0137
for Two sides > 5 mm
Use the fillet weld size for flange as 5 mm

Web Weld
Minimum required calc.fillet weld (cm) Lww = 0.0468
for two sides > 5 mm
Use the fillet weld size for web as 5 mm

Anchor Bolt
Required Embedment Length
Allowable bond Stress u = 0.0934
≤ 0.138 kN/cm2
The allowable bond stress "u" is 0.093 kN/cm2
Ld = 68.183 cm
Use standard nearest available anc.bolt

Combined Shear and Tension

Actual Shear Stress fv = 7.0771 N/mm2
Allowable Tensile stress Ft = 205.13 N/mm2
≤ 170.24 N/mm2
so, choose Allowable tensile stress as 170 N/mm2

Actual tensile stress Ft = 84.926 N/mm2

84.93 < 170.24 N/mm2
Hence 2 Nos - 30 mm dia ASTM A36 Grade bolts are provided.
Baseplate size: 230 mmx 230mmx36 mm is provided
 web depth hw =
web thicknes tw =
thickness of flange t
flange width wf

web depth to thickness

hw /tw ≤180

Web to flange thicknees ration

t/tw≤2.5

web depth to flange widht ratio

hw/w≤5.0
For H columns

Depth of the column d = 200 mm

width of the flange (column) bf = 200 mm
Thickness of the flange tf = 25 mm
Thickness of the web tw = 8 mm
depth of the web dw = 150 mm

Base Plate Size

Width of the base plate B = 230 mm
Depth of the base plate D = 230 mm
Yield strength of the plate fy = 275 N/mm2
Compressive strength of concrete fc' = 40 N/mm2
fc' = 4 KN/cm2
Design Input

Maximum Axial compression Pc = 737 kN

Maximum axial tension Pt = 5 kN
Shear occring simultaneously with Pt Vt = 55 kN
Maximum Shear force Vmax = 55 kN
m = 20.0
n = 35.0
35.0
n' = 50.0
m or n' whichever is highest k = 50 mm

Anchor Bolt Details

Number of Bolts = 4 Nos
Tension per Bolt = 1.25 kN
Allowable tensile stress for A36 bolts as per AISC-2005
= 170.24 kN/mm2
Area of bolt required = 0.0073 mm2
Diameter of Anchor bolt db = 24 mm
Area of single bolt = 452.16 mm2
= 4.5216 cm2
Total Area of Anchor bolt At = 18.086 cm2
Distance between the bolt (perto web) g = 100
Distance between the Bolt(IIrl .to web) p = 100 mm
a = 37.5 mm
b = 100
Allowble bearing pressure (fp)
fp = 13.932 N/mm2
 < 14 and
< 14.49
Required plate thickness
tpl= 20.482
≥ 12 mm
so choose the plate thickness as 25 mm

Uplift force in each web per bolt Pw = 0.2177 kN

Uplift force in each flange per bolt Pf = 0.8791 kN

Requried plate tk. due to uplift in web

Tpl = 0.9639
≥ 12 mm
so choose the plate thickness as 20 mm
Required plate tk due to load to flange
Tpl = 2.007
≥ 12 mm
so choose the plate thickness as 20 mm

Weld
Flange Weld:
Minimum required calc.fillet weld (cm) Lfw = 0.4022
for Two sides > 5 mm
Use the fillet weld size for flange as 5 mm

Web Weld
Minimum required calc.fillet weld (cm) Lww = 0.1328
for two sides > 5 mm
Use the fillet weld size for web as 5 mm

Anchor Bolt
Required Embedment Length
Allowable bond Stress u = 0.1333
≤ 0.138 kN/cm2
The allowable bond stress "u" is 0.133 kN/cm2
Ld = 1.244 cm
Use standard nearest available anc.bolt

Combined Shear and Tension

Actual Shear Stress fv = 30.41 N/mm2
Allowable Tensile stress Ft = 161.38 N/mm2
≤ 170.24 N/mm2
so, choose Allowable tensile stress as 161 N/mm2

Actual tensile stress Ft = 2.7645 N/mm2

2.765 < 161.38 N/mm2
Hence 4 Nos - 20mm dia ASTM A36 Grade bolts are provided.
 Horizontal Vertical Horizontal
Node L/C Fx kN Fy kN Fz kN
Max Fx 1 502 1.0DL+1.0CL+1.0LL 13.958 38.242 0
Min Fx 3 506 1.0DL+1.0CL+0.75LL+0.75WL2 -15.62 27.77 0
Max Fy 2 502 1.0DL+1.0CL+1.0LL 0 81.935 0
Min Fy 2 520 0.6DL+1.0WL1 -2.059 -14.209 0
Max Fz 1 501 1.0DL+1.0CL 6.252 18.101 0
Min Fz 1 501 1.0DL+1.0CL 6.252 18.101 0
Max Mx 1 501 1.0DL+1.0CL 6.252 18.101 0
Min Mx 1 501 1.0DL+1.0CL 6.252 18.101 0
Max My 1 501 1.0DL+1.0CL 6.252 18.101 0
Min My 1 501 1.0DL+1.0CL 6.252 18.101 0
Max Mz 1 501 1.0DL+1.0CL 6.252 18.101 0
Min Mz 1 501 1.0DL+1.0CL 6.252 18.101 0

Horizontal Vertical Horizontal

Node L/C Fx kN Fy kN Fz kN
Max Fx 1 502 1.0DL+1.0CL+1.0LL 13.445 43.007 0
Min Fx 3 510 1.0DL+1.0CL+0.75LL+0.75WL4 -17.591 31.217 0
Max Fy 2 502 1.0DL+1.0CL+1.0LL 0 93.321 0
Min Fy 2 522 0.6DL+1.0WL3 -3.014 -13.148 0
Max Fz 1 501 1.0DL+1.0CL 6.118 20.4 0
Min Fz 1 501 1.0DL+1.0CL 6.118 20.4 0
Max Mx 1 501 1.0DL+1.0CL 6.118 20.4 0
Min Mx 1 501 1.0DL+1.0CL 6.118 20.4 0
Max My 1 501 1.0DL+1.0CL 6.118 20.4 0
Min My 1 501 1.0DL+1.0CL 6.118 20.4 0
Max Mz 1 501 1.0DL+1.0CL 6.118 20.4 0
Min Mz 1 501 1.0DL+1.0CL 6.118 20.4 0