DPS Consultant Malaysia Sdn Bhd PROJECT CLIENT TITLE MEMBER
: : : :
DATE : 05.03.08 REVISION : BY:
PETRONAS GAS BERHAD PIPE RACK-PAD FOOTING BASE PLATE FOR FOUNDATION TYPE 1
DESIGN DATA Base Plate Size Width, B Length, D Thickness, t Column Length, Lc
350 350 20 1000
= = = =
mm mm mm mm
Concrete strength, fcu =
30
N/mm2
Plate Steel Strength, Pyp =
235
N/mm2
Column Size Depth of Section, D Width of Section, B Web Thickness, t Flange Thickness, T Plastic Modulus, Sxx
= 152 x 152 x 23 UC 152.40 = mm 152.40 = mm 6.10 = mm 6.80 = mm 184 = cm3 =
Plastic Modulus, Syy =
81
cm
3
184000
mm3
=
80500
mm
Fv
=
35.73
KN
=
35730
N
Horizontally Force,FH
=
3.02
KN
=
3020
N
Axially Force,
184000.00
3
COLUMN BASE PLATE CHECK Checking By Compressive strength The minimum size of base plate such that the concrete Bearing Strength is not exceeded is given by : Amin ≥
Fv
=
2977.50
mm2
0.4 fcu Actual Area, AActual =
122500.00 mm2
Therefore, the base plate size is adequate. Actual Bearing Pressure, W = Greater Projection Beyond Column, a = Lesser Projection Beyond Column, b =
F Area Provided
=
0.29
N/mm2
(Bbase plate - Bcolumn) 2 (Dbase plate - Dcolumn)
=
98.80
mm
=
98.80
mm
2
Actual Thicness of Plate, t(actual) = Allowable Thickness of plate, t(allow) = a2 = b2 = (2.5 x W x (a2 - 0.3b2) = Allowable Thickness of Plate, t(allow) =
20
mm
√(2.5 x W x (a2 - 0.3b2)/Pyp 9761 9761 4982.52
mm2 mm2
4.60
mm
≤ ≤
Flange Thickness t(actual)
Therefore actual thickness of base plate is adequate. Checking By Bending strength Ultimate Bending Moment at the Base Plate, Mx =
3.62
KNm
Actual Bending Moment, Mx(actual) =
3.62
KNm
Allowable Bending Moment, Mx(allow) = =
pyp x Sp 43.24
KNm
Therefore, Mx(actual) ≤
Mx(allow)
The base plate size is adequate.
6.80
mm
DPS Consultant Malaysia Sdn Bhd PROJECT CLIENT TITLE MEMBER
: : : :
PETRONAS GAS BERHAD PIPE RACK-PAD FOOTING COLUMN BASE PLATES FOR FOUNDATION TYPE 1 (MAXIMUM VERTICAL & HORIZO
DESIGN DATA Base Plate Size Width, Length, Thickness, Column Length,
B D t Lc
= = = =
350 350 20 1000
mm mm mm mm
Concrete Strength,
fcu
=
30
Plate Steel Strength,
Pyp
=
270
Column Size (152 x 152 x 23 UC), Depth Of Section, Width Of Section, Web Thickness, Flange Thickness, Plastic Modulus,
D B t T Sxx
= = = = =
152.40 152.40 6.10 6.80 184
Syy
=
81
Axially Force,
Fv
=
35.73
Horizontally Force,
FH
=
3.02
COLUMN BASE PLATES CHECK Checking By Compressive strength
The minimum size of base plate such that the concrete Bearing Strength is not exce Amin
≥
Fv
=
2978
0.4 fcu Assume Base Plate is Square
=
Therefore Base Plate Size 300mm x 300mm is adequate Actual Bearing Pressure,
W
= Area Provided
Greater Projection Beyond Column,
a
Lesser Projection Beyond Column,
b
Actual Thickness of Plate,
t(actual)
Allowable Thickness of Plate,
t(allow) 2
a b2 (2.5 x W x (a2 - 0.3b2) t(allow)
Allowable Thickness of Plate, t(allow) Also ,
≤
Flange Thickness t(allow)
Therefore,
≤
Therefore Thickness of Base Plate 20 mm is adequate Checking By Bending strength Ultimate Bending Moment at the Base Plate,
Mx
Actual Bending Moment, Allowable Bending Moment
Mx(actual)
Therefore,
≤
Mx(allow)
Therefore Base Plate 300mm x 300mm x 20 mm Thickness is adequate H.D Bolt Bolt Used
=
Threaded Length Imbedded Length Thickness of Bending Material Total Length of Bolt
M16 (Grade 8.8) = =
16 16
+ x
Therefore, Adopt Base Plate,
300mm x 300mm x 20mm thickness 6mm fillet welds to Flange & Web
M16 H.D. Bolts 420mm long with 116mm
IMUM VERTICAL & HORIZONTAL LOAD)
2
N/mm
N/mm2
mm mm mm mm 3 cm
=
cm3
=
184000 mm3 80500 mm3
KN
=
35730
N
KN
=
3020
N
ete Bearing Strength is not exceeded is given by : mm2
√Amin
=
54.57
mm
m is adequate F Area Provided
=
0.29
2
N/mm
= =
= = = = = =
(Bbase plate - Bcolumn) 2 (Dbase plate - Dcolumn) 2 20
=
98.80
mm
=
98.80
mm
mm
√(2.5 x W x (a2 - 0.3b2) Pyp 9761 mm2 9761 mm2 4982.52 4.30
mm
6.80
mm
t(actual) is adequate
=
3.62
KNm
Mx(actual)
=
3.62
KNm
Mx(allow)
= =
pyp x Sp 49.68
KNm
20 mm Thickness is adequate
100 16
= = = =
300mm x 20mm thickness welds to Flange & Web
116 256 25 413
mm mm mm mm
Bolts 420mm long with 116mm threaded length
DATE : 05.03.08 REVISION : BY:
