Base Plate Design by Aisc-Asd
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DESIGN OF BASE PLATE Geometry Data Item Value Unit FPS UNIT Code AISC-ASD Analysis Method Rigid Plate Base Plate Minimum Length 0.65 m 2.13 ft 25.59 Base Plate Maximum Length 0.7112 m 2.33 ft 28.00 Base Plate Minimum Width 0.65 m 2.13 ft 25.59 Base Plate Maximum Width 0.7112 m 2.33 ft 28.00 Base Plate Increment of length and width 0.00635 m 0.02 ft 0.25 Base plate thickness 0.0127 m 0.04 ft 0.50 Base Plate Increment of Thickness 0.003175 m 0.01 ft 0.13 Base Plate Fy 248211.28404 kN/m2 174.876 lbs/in2 Base Plate E 199947978.81 kN/m2 140872.721 lbs/in2 Pedestal F'c 28181.87 kN/m2 4000 psi Pedestal Fp[ For Fp(Use ACI 318-99 value)] 8273709.468 kN/m2 5829.216 Pedestal Length 2m 78.74 Pedestal Width 2m 78.74 Number of Bolts along Length 2m 78.74 Number of Bolts along Width 2m 78.74
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DESIGN OF STRUCTURAL STEEL COLUMN BASE PLATE BY AISC -ASD METHOD IN METRIC & FPS UNITS
Transcript of Base Plate Design by Aisc-Asd
DESIGN OF BASE PLATE
Geometry Data
Item Value Unit FPS UNIT
Code AISC-ASD
Analysis Method Rigid Plate
Base Plate Minimum Length 0.65 m 2.13 ft 25.59 in
Base Plate Maximum Length 0.7112 m 2.33 ft 28.00 in
Base Plate Minimum Width 0.65 m 2.13 ft 25.59 in
Base Plate Maximum Width 0.7112 m 2.33 ft 28.00 in
Base Plate Increment of length and width 0.00635 m 0.02 ft 0.25 in
Base plate thickness 0.0127 m 0.04 ft 0.50 in
Base Plate Increment of Thickness 0.003175 m 0.01 ft 0.13 in
Base Plate Fy 248211.28404 kN/m2 174.876 lbs/in2
Base Plate E 199947978.81 kN/m2 140872.721 lbs/in2
Pedestal F'c 28181.87 kN/m2 4000 psi 281.81875
Pedestal Fp[ For Fp(Use ACI 318-99 value)] 8273709.468 kN/m2 5829.216
Pedestal Length 2 m 78.74
Pedestal Width 2 m 78.74
Number of Bolts along Length 2 m 78.74
Number of Bolts along Width 2 m 78.74
D1 0.25 m 9.84
D2 0.25 m 9.84
D3 0.25 m 9.84
D4 0.25 m 9.84
Bolt Positions
Bolt No. X-Position Z-Position Unit
1 -0.25 -0.25m -9.84 -9.84
2 -0.25 0.25m -9.84 9.84
3 0.25 -0.25m 9.84 -9.84
4 0.25 0.25m 9.84 9.84
Property Data
Item Value Unit
Country US(Imp)
Shape W
Dimension W8x31
Attachment Type
Item Value Unit
Select Type of Attachment None
Select Type of Stiffener Connection Type A
No of Bolts Inside The Stiffeners Along The Length
No of Bolts Inside The Stiffeners Along The Width
Minimum Stiffener to Bolt Distance 0.0762 m 3.00
Stiffener Plate Height 0.6096 m 24.00
Stiffener Plate Thickness 0.0635 m 2.50
Anchor Bolt Data
Material Type A307
Minimum Embedded Length 305.00 cm 120.07874
Minimum Embedded Edge Distance 122.00 cm 48.0314961
Bolt Diameter 10.00 cm 3.93700787
Allowable Shear Stress of Bolt 20684.27 kN/m2 14.573 lbs/in2 2098.51778 lbs/ft2
Allowable Tensile Stress of Bolt 20684.27 kN/m2 14.573 lbs/in2 2098.51778 lbs/ft2
Yeild Stress of Bolt 248211.28 kN/m2 174.876 lbs/in2 25182.2134 lbs/ft2
Young's Modulus of Bolt 20500000 kN/m2 14443.211 lbs/in3 2079822.34 lbs/ft3
Material Type A307
Yeild Stress of Bolt 170322.24 kN/m2 120.000 lbs/in2 17280 lbs/ft2
Bolt Size 0.635 cm 1/4 in
Fc 2838704 kN/m2 2000.000 lbs/in2 288000 lbs/ft2
Bolt Area 0.32258 sq.cm 0.05 in2
Bolt Embedded Length 6.350 cm 2.5 in
Edge Distance 3.810 cm 1.5 in
Bolt Spacing 7.620 cm 3 in
Bolt offset distance 9.853 in
Load Data
Item Value Unit
Vertical Load (P) 45 kN 2045.45455 lb
Horizintal Shear Along The Length (Vx) 10 kN 454.545455 lb
Horizintal Shear Along The Width (Vz) 10 kN 454.545455 lb
Moment About The Axis Along The Length (Mx) 200 kNm 2982581.72 lb-ft 35790980.7 lb-in
Moment About The Axis Along The Width (Mz) 20 kNm 298258.172 lb-ft 3579098.07 lb-in
Shear Lug Data
Item Value Unit
Is there a Shear Lug along the Length of the Base Plate? No
Width of the Shear Lug Along the Length of the Base Plate 0.3048 m 12
Is there a Shear Lug Along the Width of the Base Plate? No
Width of the Shear Lug Along the Width of the Base Plate 0.3048 m 12
Friction Coefficient 0.4
Thickness of Grout 0.0127 m 0.5
Axial Load 0 kN
Calculation Sheet Report
Check the width W and length L of the plate for Edge of Concrete
Support Pier Length 200.000 78.74 in
Support Pier Width = 200.000 78.74 in
Allowable Minimum Edge Distance = 50.000 19.685 in
75.001 cm 29.528 in
Edge distance is 29.528 > Minimum Edge Distance = 50.000 cm 19.685 OK
75.001 29.528 in
Edge distance is 29.528 > Minimum Edge Distance = 19.685 OK 75.001 29.528 in
Compute the Corner Stresses
P 25695.661 10116.402
Mz 98.9547 177014.648
Mx 989.5473 kN-m 1770146.48 lb-in 147512.207 lb-ft
17.498 in
174.978 in
Size of plate:
Bp = 65.000 25.59
Lp= 65.000 25.59
Area of the Plate = 4225.000 ` 654.87631 Sq.in
Section Modulus z = 45770.833 2793.108 Cu.in =
Section Modulus x = 45770.833 2793.108 Cu.in
f1=Mz/Zz 63.376
f2=Mx/Zx 633.755
P/A= 15.448
Stress = Axial Force / Area + Moment x / Section Modulus x + Moment z / Section Modulus z P/A+ Mx/Zx+ Mz/Zz Total
The Anchor Bolt Closer to the on the Length Side Edge is Bolt Number 1 and the Edge distance is
The Anchor Bolt Closer to the on the Width Side Edge is Bolt Number 1 and the Edge distance is
Eccentricity in e x = Mz / Pu=
Eccentricity in e z = Mx / Pu=
p1 15.448 -633.755 63.376 -554.932
p2 15.448 -633.755 -63.376 -681.683
p3 15.448 633.755 -63.376 585.827
p4 15.448 633.755 63.376 712.579
Pmax=Maximum Corner stress= 712.579 psi
Allowable stress= 2800.000
Pmax< Allowable Stresss OK
Section depth=td= 8
Calculating the thickness based on the anchor bolt tension
Distance e = ( Plate Length - 0.95 * Section Depth ) / 2.0 - ( Plate Length / 2.0 - Bolt OffSet Dist )
6.053 in
W = 2.0 * e = 2.0 * 6.043 = 12.085 12.106 in
Tension in anchor bolt 63586.218 169014.217
Fy= 36000 psi 25.364
Moment in bolt= 113269.051 lb-in
6.751 cm 2.66 in2
Calculating the thickness based on the base pressure Moment
5.02 in
Designed plate thickness 13.0175 cm 5.125
Fu= 58000
Anchor Bolt Design
= ( Lp - 0.95 * td ) / 2.0 - ( Lp / 2.0 - Loff )
Plate Thickness for ASD tp = e6.0 * Tenison * e / ( 0.75 * Fy * W )
Plate Thickness for ASD tp = e6.0 * M / ( 0.75 * Fy )
Bolt 1
Bolt Tension = 0.00.
Bolt dia= 10 cm 3.94
Required Bolt Length
Mininimum Embedded length =12 * dia = 47.244 in 120 cm 47.24 in
Bolt 2
Bolt Tension = 51682.17
17.247 cm2 2.67 in2
Bolt Area Required < Bolt Area OK
408.583
28.9667088875419 11.404 in
Cone Surface is overlaping, the length of the bolt is increased to 31.51378 12.407 in
Required Bolt Length 12.407 < Mininimum Embedded length ( 12 * dia ) 47.244. Provided length =47.244 in
Bolt 3
Bolt Tension = 0.00. So, Required Bolt Length = Mininimum Embedded length 12 * dia = 47.24
Bolt 4
3.32
Bolt Area Required < Bolt Area OK
Bolt Area Required = T / ( 0.33 * Fu ) = 51682.170 / ( 0.33 * 58000.000 )
Projected Surtface Area Apsf = T / ( 2 eFc ) =
Required Bolt Length = e( Apsf / p ) =
Cone Surface is overlaping, the Adjusted Apsf 457.240 for the length of the bolt = 12.407 in
Bolt Area Required = T / ( 0.33 * Fu ) =
502.69
12.650
Cone Surface is overlaping, the length of the bolt is increased to 13.653 in
Required Bolt Length 13.653 < Mininimum Embedded length ( 12 * dia ) 47.244. Provided length =47.244 in
Design of Weld Size for Column and Plate
Thickness of Flange = 0.435 in
Thickness of Web = 0.285 in
Maximum Weld Size = Minimum Thickness of the Section - 1/16 = 0.285 - 1/16 = 0.222 in
For the section with the Minimum Thickness is less than 1/2 inch, Minimum Weld Size = 3/16 in
Projected Surtface Area Apsf = T / ( 2 eFc ) =
Required Bolt Length = e( Apsf / p ) =
Cone Surface is overlaping, the Adjusted Apsf 536.068 for the length of the bolt = 13.653 in
