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 =