Moment Baseplate Design Rev. 0
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Transcript of Moment Baseplate Design Rev. 0
Density Viscosity Temperature0.457 3.55 5000.525 3.25 4000.616 2.93 3000.675 2.75 2500.746 2.57 2000.835 2.38 1500.946 2.17 100
1.09 1.95 501.29 1.71 0
Formula
2.17100
#N/A#N/A1.71
Description (Result)
STRUCTURAL CALCULATIONS
Job Name : Job No. : Date :
Al-Khwaneej Villa 0 05 April. 2011
Khwaneej, Dubai, UAE
Calcs by : Revision No. Filename : Sheet No. :
BOK MORTEGA 0-A Base Plate BS5950-2000
1.) DESIGN DATA
Column Data
Depth = 48.30 mm ; Refer to CAD drawings
BaseWidth = 48.30 mm ; Refer to CAD drawings
Thickness of Flange = 3.00 mm ; Refer to CAD drawings
Thickness of Web = 3.00 mm ; Refer to CAD drawings
Baseplate Data
Length = 100.00 mm ; Refer to CAD drawings
Width = 100.00 mm ; Refer to CAD drawings
Thickness = 6.00 mm ; Refer to CAD drawings
Anchor Bolt Data
Diameter of Bolt Ø = 8.00 mm ; Refer to CAD drawings
No. of Bolts n = 4.00 ; Refer to CAD drawings
No. of Bolts in tension side = 2.00
Edge Distance k = 15.00 mm ; Refer to CAD drawings
Distance from Flange to End Plate = 25.00 mm ; Refer to CAD drawings
Edge Opposite Distance h = 75.00 mm
Weld Data
= 3.00 mm ; Refer to CAD drawings
Material Strength
Yield Stress of Plate = 275.00 N/mm2 ; BS 5950-1-2000
Bearing Stress of Plate = 460.00 N/mm2 ; BS 5950-1-2000
Concrete Cube Strength = 30.00 N/mm2 ; BS 5950-1-2000
Yield Stress of Column = 275.00 N/mm2 ; BS 5950-1-2000
Weld Strength = 220.00 N/mm2 ; BS 5950-1-2000
Bolt Tensile Capacity = 20.00 kN
Bolt Shear Capacity = 20.00 kN
Load Data
Maximum Axial Force = 0.22 kN ; Refer to STAAD output
Moment About - X = 1.01 kN-m ; Refer to STAAD output
Moment About - Z = 0.00 kN-m ; Refer to STAAD output
Shear along - X = 0.00 kN ; Refer to STAAD output
Shear along - Z = 0.00 kN ; Refer to STAAD output
Resultant Shear = 0.00 kN ; Refer to STAAD output
dc
bf
Tf
Tw
Lp
Wp
tp
nt
L1
Sw
Pyp
Pbp
fcu
Py
Pyw
Pbt
Pbv
Fy
Mx
Mz
Vx
Vz
VR
2.) CALCULATIONS
STEP 1: Check for Tension in Bolts
b = 4524.66 mm ; b = M/N
X/2 = -4474.66 mm ; X/2 = L/2 - b
C = -16108.79 kN
IGNORE STEP 2, PROCEED TO STEP 3
STEP 2: No bolt tension
Required Design Stress = 0.00 N/mm2
Eccentricity e = 22.60 mm
Moment by Bolt Tension = 0.13 N-mm per mm width
STEP 3: Bolt tension and conrete compression
By Quadratic Equation
Quadratic coefficient a = 1
L:inear coefficient b = -150
Constant term c = 1127.30555556
= 142.06
= 7.94
x = 7.94
Concrete Compression C = 14.28 kN
Bolt Tension T = 14.06 kN ; C = C - N
Moment by Concrete Compression = 3004.12 N-mm per mm width
STEP 4: Base Plate Thickness
Compression Side Bending
Moment @ Plate due to compression = 3004.12 N per mm width ; maximum moment
Thickness = 6.61 mm
Tension Side Bending
Moment @ Plate due to tension = 106858.02 N per mm width
Thickness = 3.94 mm
STEP 5: Shear Transfer to Concrete
Concrete Shear Resistance = 0.07 kN ; BS 5950-1: 2000
OK
STEP 6: Anchorage
Tension in Bolts
Tension Force per bolt = 7.03 kN
Tension Bolt Capacity = 20.00 kN
Shear in Bolts
Shear Force per bolt = 0.00 kN
Shear Bolt Capacity = 20.00 kN
STEP 7: Weld Design
Tension Capacity of Flange = 39.85 kN ; bf Tf Py
Force in Tension Flange = 22.20 kN
Weld Force per mm = 0.24 kN/mm
Weld Throat reqired = 1.08 mm
SAFE
; C = 0.6 fcu bp X
; C/(Wpb)
; L1-0.8sw
mc
x1 ; x1 = -b+[(b2-4ac)/2a]0.5
x2 ; x2 = -b-[(b2-4ac)/2a]0.5
; C = 0.6 fcu bp X
mc ; mc = 0.6 fcu bp (L1 - X/2)
mc
tp ; sqrt(4mc/pyp)
mt ; T (L1 - k - 0.8sw)
tp ; tp=sqrt( 4mt/pypbp)
0.3Cmin
Tb
Pbt
Vb
Pbv
; Tfla = M/(dc-tf) - N x Af/Ac
; wf = Tfla /(2bf-tw)
; wf/pyw