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MaterialConcrete 30 fck (Mpa) = 25Steel 250
Details of base plateLength along "x" axis = L =(mm) = 700Width along "z" axis = B =(mm) = 900Thickness of grout = tg (mm) = 25
0.63Area of plate = A = (m2) =
La1
La2
Z
X
BASE PLATE NO Condition Tension + Bending1 Material
Concrete M 30 fck (Mpa) = 30Steel Fy 248
60 Material propertiesEc (Mpa) = Es (Mpa) = 248000
Details of base plate480 Length along "x" axis = L =(mm) = 600
Width along "z" axis = B =(mm) = 600Thickness of grout = tg (mm) = 25
69 0.36
60 Details of columnSection name = HE340A
480 60 Depth of section = Ds (mm) = 33084 Width of flange = Bf (mm) = 300
0
Gusset plate and stiffner details0
12
Anchor bolt detailsDia of bolt = d (mm) = 30
Min edge distance = 2.5 x Dia of bolt = 60 mm 3Min distance from bolt c/c to stiffner = 45 mm 3
6= 60
Modular ratio = m = Es / Ec = 6.5Details of pedestal Distance bet.center of plate & bolt = f (mm) Length along "y" axis = Lp =(mm) = 900 f = L/2 - de = 240Width along "z" axis = Bp =(mm) = 900 86.96
0.81 86.96e < L/6
Base plate loadingLoad combination = 101 Shear key is provided? NoAxial force = P (KN) = 115 Angle 0Moment @ "z" axis = Mz (KN-m) = 10 0 HE240AMoment @ "x" axis = Mx (KN-m) = 10 0 230Shear in "z" dir. = Sz (KN) = 62 0 220Shear in "x" dir. = Sy (KN) = 10 0 12
62.8 0 7.50 744000
Area of plate = A = (m2) =
Thickness of cover plate = tco =
Thickness of gusset plate = tgp =Thickness of stiffner plate = tst =
No of bolts in tension for Mz = Nz =No of bolts in tension for Mx = Nx =Total no of bolts = NT =Edge distance = de
Eccentricity = ez (mm) = Mz / P =
Area of pedestal =Ap = (m2) = ex (mm) = Mx / P =
Resultant shear =Sr (KN) = sz2+sx
2 =
x
CT
6bc
La1
La2
Z
X
0 3520000 200
Axial tension in bolt due to Mz Axial tension in bolt due to Mx
-639.12 -639.1227606.8676 27606.9-14907709 -1E+07
Xz = 632.725794 Xx = 15.2185549Axial tension in bolts (Pt) Axial tension in bolts (Pt) = Mz / La1 = = My / La2 =Due to moment @ "z" 40 Due to moment @ "x" 20.83
13.33 6.9419.17
39.44Axial tension capacity of bolt = Tc (KN) = 81
Check bolt for tension OK
Check for shear Resultant shear =Sr (KN) = 62.8 Shear capacity of bolt =Sc (KN) = 63.3
10.47Check bolt for shear OK
Interaction check0.35 < 1 OK
Check for bearing pressure
6bcz = Mz / Zz 6bcx = Mx / Zx6bcz = 0.28 6bcx = 0.28Max Bearing Pressure = 6bcmax = 0.504 Permissible bearing pressure
=0.85 x 0.4 x fck x (Ap/A) = 22.95=0.4 x 1.4 x fck = 16.8
Check for bearing pressure = OK 6bcper = 16.8
Thickness of base plate
1) For corner portion of base plate ( Two adjacent edges are fixed )
Ref.co-eff. For Moment From Roarks formula for two adjacent edges are fixed
a (mm) = 135 a / b = 0.9b (mm) = 150
1.56
14329.2
8.78
0 = x3 + K1x2 + K2x + K3 0 = x3 + K1x2 + K2x + K3
K1 = 3 x (ez - L/2) = K1 = 3 x (ex - B/2) =K2 = ((6 x m x Nz x An)/B) x ( f + ez ) = K2 = ((6 x m x NX x An)/L) x ( f + ex ) =K3 = - K2 x ( L/2 + f ) = K3 = - K2 x ( B/2 + f ) =
Pt (KN) = Pt (KN) =Tension in single bolt = Pt1 (KN) = Tension in single bolt = Pt2 (KN) =
Axial tension in bolt due to axial load "P" = Pt3 =Axial tension in single bolt = T (KN) = Pt1 + Pt2+ Pt3 =
Shear per bolt = Sa = (Sr / NT )(KN) =
= (Sa / Sc) 5/3 + (T / Tc)5/3 =
Bearing pressure on con. = 6cz Bearing pressure on con. = 6cx
N/mm2 N/mm2
N/mm2
N/mm2
Cm1 =
Moment =M1 (N-mm) = Cm1 x 6bcmax x min ( a2,b2) =
Thickness of base plate = tp (mm)= M1 / (1 x (0.75 x Fy)) =
a
b
X
Y
Rx
Ry
2) Moment from bolt tension Distance from bolt to nearest column edge = c (mm) = 84Distance from bolt to nearest stiffner = d (mm) = 69
1494080 N-mm
21.9
Provided thickness of base plate = 25 OK
Design of shear key
Section propertiesSection name = HE240AD (mm) = 230
22012
7.5744000352000
Shear in "z" dir. = Sz (KN) = 62
Shear in "x" dir. = Sx (KN) = 10
62.8
Shear capacity along 'x' axis (KN) = (D-2 x Tf) x Tw x Fv /1000= 153.26 >10KN O.K.Shear capacity along 'z' axis (KN) = (2 x Wf x Tf ) x Fv /1000 = 523.776 >62KN O.K.
Assuming resultant shear acting on the minimum surface area of shear key
Length of shear key = L (mm) = 200
Stress in shear key = Fc (KN) = Sr x 1000 /0.5 x min (D,Wf ) x L = 2.85 <30KN
916666.67
1.235683333.33
16.15
0.11 O.K.
Therefore provide sec. HE240A and length of shear key = 200
Summary Base plate Shear keyLength of base plate = L (mm) = 600 Section =Width of base plate = W(mm) = 600 Length of shear key = 200
25
Moment =M2 (N-mm) = T / ( 1+(c/d)) x c =
Thickness of base plate = tbp (mm) = (M2 x 6)/(0.67 x b x 6bc) =
tbp =
Wf (mm) =Tf (mm) =
SHEAR KEY ANGLE 0 0 Tw (mm) =Zzz (mm3)=Zyy(mm3)=
SHEAR KEY ANGLE 90 0 Resultant shear =Sr (KN) = sz2+sx
2 =
Moment about major axis = M1 (N-mm) = Sx x (L/3 + Thickness of grout) =
Bending stress = 6bcal1= M1 / Zzz (N/mm2) =Moment about major axis = M2 (N-mm) = Sz x (L/3 + Thickness of grout) =
Bending stress = 6bcal2 = M2 / Zyy (N/mm2) =
Interaction check = 6bcal1/ 6bc + 6bcal2 / 6bc =
Thickness of base plate tbp(mm) =
Sx 1
S2
2
S
a
b
X
Y
Rx
Ry
c
d
S
1S1
Sx
2
Anchor bolt Anchor bolt diameter = 30Total no of bolts = 6
DESIGN OF BASE PLATE
3 OF 3`
OWNER OWNER ID CODE
PMC CONTRACTOR IDENTIFICATION CODE
CONTRACTOR PROJECT: UNIT LOCATION SHEET
ANCHOR BOLT PROPERTIES
Diameter Net Axial Ten. Shear Min. edge Dimn. of Dimn. for
of bolt, area Capacity Capacity distance Anch. Pl. 2 nuts
10 49.47 9.20 6.50 18 50 5012 71.24 13.40 9.50 22 50 6016 126.65 25.10 17.70 29 80 4018 160.3 30.70 21.60 32 80 7520 169 31.00 27.60 36 80 5022 239.45 48.40 34.20 40 80 9024 260 48.00 39.80 43 100 6027 360.66 72.90 51.80 49 100 10530 433 81.00 63.30 54 100 7533 538.77 108.90 78.40 59 130 12036 650 122.00 92.30 65 130 9039 752.5 152.10 110.20 70 130 140
42 912 170.00 126.50 76 150 105
45 1001.85 202.50 148.00 81 150 155
48 1217 228.00 166.10 86 150 12052 1337.77 270.40 198.80 94 150 18056 1445 271.00 229.30 101 150 14060 1781.06 360.00 266.60 108 200 20064 1693 317.00 302.80 115 200 160
68 2287.67 462.40 345.70 122 204 225
72 2564.73 518.40 390.90 130 216 240
Name of structure =
BASE PLATECOLUMN SIZE
MKDLength Width Thickness Section Depth Width(mm) (mm) (mm) (mm) (mm)
P1 600 600 30 HE 340 330 300P2P3P4P5
ANCHOR BOLT
MKD Dia of bolt No of boltNo of bolt for No of bolt for
mmt @ Major axis mmt @ Minor axisP1 30 8 3 3P2P3P4P5
F ( mm ) An(mm2) Tc (kN) Sc (kN) Le (mm) ba (mm) Z2 (mm)
LOADING
L/C Axial Force Shear-x Shear-Z Torsion Moment-X Moment-Z
L1 177 505 1 82 0 1 30
L2 180 1520 320 30 0 13 10L3 172 980 5 135 0 20 45L4L5
CONTRACTOR IDENTIFICATION CODE
ISSUE
Design of stiffner
Ref.co-eff. For Rx and Ry From Moody's chart for two adjacent edges are fixed
a / b = 0.9
Co-eff. For Rx = 0.557Co-eff. For Ry = 0.8739
Moment over stiffner due to compressive stress1) U.D.L. (N/mm) = (Rx x 2) x 6c x b =
2) U.D.L. (N/mm) = (Ry x 2) x 6c x a =
Moment over stiffner due to tension in bolt3) Tension in single bolt = Ts (KN) = Pt / N =
#REF!
Moment = M4 (N-mm) = U.D.L. x a2 / 2 =
Moment = M4 (N-mm) = U.D.L. x b2 / 2 =
Moment = M5 (N-mm) = Ts x a / 2 =
Thickness of stiffner = tst (mm) = 6 x max (M4,M5) / hs2 x 6bc =
CONDITIONIf e < L/6 Then = 1If e = L/6 Then = 2If e > L/6 Then = 3
6 6 6
e < L / 66
e = L / 66
e > L / 66
1 2 3
Ref.co-eff. For Rx and Ry From Moody's chart for two adjacent edges are fixed
Assumine height of stiffner = hs (mm) = 1200
#REF!
#REF!
#REF!
#REF!
#REF!
#REF! #REF! (mm) = 6 x max (M4,M5) / hs2 x 6bc =