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