DESIGN OF FIXED BASE CONNECTION(BP3)
REACTIONS INPUT MATERIAL PROPE
FOR Axial force (Fy) KN 19.31 Yield Stress of plate (Fy)
DL+WLL Moment (Mz) KN-m 4.1 Ultimate Tensile Strength of Bolt(
CASE Shear(Fx) kN 5.697 Grade of concrete
FOR Axial force (Fy) KN 19.5
DL+LL Moment (Mz) KN-m 5.1 PARTIAL SAFETY FACTORS
CASE Shear(Fx) kN 6.41 FOR BOLT ϒmb
FOR PLATE ϒm0
ANCHOR BOLT DETAILS
Bolts Dia mm 16
Embed length (Le) mm 435
No. Of Bolts (n) 6
Pitch (p) mm 65
guage (g) mm 250
BASE PLATE DETAILS
LENGTH mm 350
WIDTH mm 230
Thickness (t) mm 12
CALCULATION OF SHEAR & TENSION CAPACITIES OF ANCHOR BO
SHEAR CAPACITY OF BOLT
Dia of bolt = 16
Design Shear Strength of the Bolt ( Vdsb) = Vnsb/γmb
Partial safty factor (γmb) = 1.25
Ultimate Tensile Strength of Bolt( fu) = 800
No. of Shear Planes with Threads(nn) = 1
No. of Shear Planes with out Threads (ns) = 0
Nominal Plain shank area of Bolt ( Asb) = 0.8 x Area 160.850
Net shear Area of the Bolt at Threads (Anb) = Root Diameter of Threa
Nominal shear Capacity of Bolt ( Vnsb) = fu/3 * (nn*A
= 800/sqrt(3)*(1*160.849
= 74.29
Vdsb Vnsb/γmb= 74.29/1.25
Vdsb = 59.43
TENSION CAPACITY OF BOLT
DesignTensile Capacity of the Bolt ( Tdb) = Tnb/γmb
Nominal Tensile Capacity of Bolt ( Tnb) = 0.9 fub *An
= 0.9*800*160.85
= 115.81
Tdb Tnb/γmb= 115.81/1.25
Tdb = 92.65
DESIGN OF ANCHOR BOLT AND BASE PLATE THICKNESS FOR DL+WL
Calculation of Actual tension in bolt
cum
No of bolt Spacing space Σ n r2 / r
Row no n r2
column "n" in m " r" in
m
1 3 0.050 0.050 0.008 5.550
2 3 0.250 0.300 0.270 0.925
3 0 0.000 0.300 0.000 0.925
4 0 0.000 0.300 0.000 0.925
5 0 0.000 0.300 0.000 0.925
6 0.300 Σ n r2 0.278
Edge distance 0.050
total plate length 0.350
Number of Bolts ( n ) = 6
Dia of Anchor Bolt = 16 mm
Actual tension in bolt = 7.65 Kn
Tension Check = 92.65 kN >
Shear Check = 59.43 kN >
Check for Combined Tension & = (7.65/92.65)^2+(0.95/59.43)^2
Shear = 0.01 < 1
Thickness of Plate
Maximum bending moment in the plate(Ma) : = P x g/ 4
= 7.65 x 250/4
= 0.19
Thickness of plate required ( t ) = 6 x Ma x ϒm0 / 1.2 x
= 4.10
DESIGN OF ANCHOR BOLT AND BASE PLATE THICKNESS FOR DL+LL
Calculation of Actual tension in bolt
cum
No of bolt Spacing space Σ n r2 / r
Row no n r2
column "n" in m " r" in
m
1 3 0.050 0.050 0.008 5.550
2 3 0.300 0.350 0.368 0.793
3 0 0.000 0.350 0.000 0.793
4 0 0.000 0.350 0.000 0.793
5 0 0.000 0.350 0.000 0.793
6 0.350 Σ n r2 0.375
Edge distance 0.050
total plate length 0.400
Number of Bolts ( n ) = 6
Dia of Anchor Bolt = 16 mm
Actual tension in bolt = 9.68 Kn
Tension Check = 92.65 kN >
Shear Check = 59.43 kN >
Check for Combined Tension & = (9.68/92.65)^2+(1.07/59.43)^2
Shear = 0.01 < 1
Thickness of Plate
Maximum bending moment in the plate(Ma) : = P x g/ 4
= 9.68 x 0.05/4
= 0.24
Thickness of plate required ( t ) = 6 x Ma x ϒm0 / 1.2 x
= 4.62
CHECK FOR ANCHOR BOLT LENGTH
Tension in bolt : 9.68
Bond stress for M25 Grade of concrete : 1.40
Length of bolt length required. : Tension in bolt/(
: ###
CHECK FOR BASE PLATE SIZE
Grade of Concete fck : 25
Area of Base Plate (A) : 50x230 =
Section modules :
Pressure over the concrete pedestal :
Allowable bearing pressure below the base plate(0.45fck) :
Allowable pressure > Actual pressure
444 HENCE PROVIDE : 12 mm Thick Plate/ 6 No.s 16 mm Dia Anchor Bolts
NECTION(BP3)
MATERIAL PROPERTIES
of plate (Fy) N/mm2 250
sile Strength of Bolt( fu)N/mm2 800
crete M25
SAFETY FACTORS
1.25
1.1
CITIES OF ANCHOR BOLT
N/mm2
mm2
Root Diameter of Thread
fu/3 * (nn*Anb+ns*Asb)
800/sqrt(3)*(1*160.849543863797+0)
kN
74.29/1.25
kN
0.9*800*160.85
kN
115.81/1.25
kN
ICKNESS FOR DL+WLL CASE
Tension Tension
Total
Due to due to
tension in
Axial moment
each bolt
force Nar Nbr =Mz/
" Nua" in
=Py/n in (Σnr2/r) in
kN
kN kN
3.22 0.74 3.96
3.22 4.43 7.65
3.22 4.43 7.65
3.22 4.43 7.65
3.22 4.43 7.65
7.65 kN
0.95 kN
HENCE SAFE
7.65 x 250/4 G
Kn-M
250
6 x Ma x ϒm0 / 1.2 x fy x p
mm < 12 MM HENCE SAFE
HICKNESS FOR DL+LL CASE
Tension Tension
Total
Due to due to
tension in
Axial moment
each bolt
force Nar Nbr =Mz/
" Nua" in
=Py/n in (Σnr2/r) in
kN
kN kN
3.25 0.92 4.17
3.25 6.43 9.68
3.25 6.43 9.68
3.25 6.43 9.68
3.25 6.43 9.68
9.68 kN
1.07 kN
HENCE SAFE
9.68 x 0.05/4 G
Kn-M
250
6 x Ma x ϒm0 / 1.2 x fy x p
mm < 12 MM HENCE SAFE
LENGTH
KN
N/mm2
Tension in bolt/( p x bolt Dia )x Bond Stress
< 435 mm HENCE SAFE
SIZE
80500 mm2
4695833 mm3
1.3283052 N/mm2
11.3 N/mm2 HENCE SAFE
ual pressure
mm Dia Anchor Bolts.
DL+LL
Horizontal Vertical Horizontal Moment
Node L/C Fx kN Fy kN Fz kN Mx kNm
Max Fx 56 100 1.5DL+1.5LL 58.219 841.266 -0.264 -2.28
Min Fx 45 100 1.5DL+1.5LL -59.946 843.371 -0.507 -4.382
Max Fy 54 100 1.5DL+1.5LL 54.493 844.619 -0.613 -5.294
Min Fy 57 100 1.5DL+1.5LL 4.992 486.626 -0.289 -2.504
Max Fz 46 100 1.5DL+1.5LL -54.352 818.865 -0.121 -1.064
Min Fz 53 100 1.5DL+1.5LL -8.687 524.096 -10.789 -30.89
Max Mx 46 100 1.5DL+1.5LL -54.352 818.865 -0.121 -1.064
Min Mx 53 100 1.5DL+1.5LL -8.687 524.096 -10.789 -30.89
Max My 53 100 1.5DL+1.5LL -8.687 524.096 -10.789 -30.89
Min My 44 100 1.5DL+1.5LL -10.146 510.918 -5.826 -17.903
Max Mz 45 100 1.5DL+1.5LL -59.946 843.371 -0.507 -4.382
Min Mz 56 100 1.5DL+1.5LL 58.219 841.266 -0.264 -2.28
DL+WL
Horizontal Vertical Horizontal Moment
Node L/C Fx kN Fy kN Fz kN Mx kNm
Max Fx 55 110 1.5DL+1.5SL-X 102.58 526.584 -0.003 -0.025
Min Fx 46 109 1.5DL+1.5SL+X -102.225 526.589 -0.011 -0.098
Max Fy 54 128 1.5DL+1.5LL+1.5CR-LEFT-LL 47.384 980.028 -0.626 -5.411
Min Fy 46 101 1.5DL+1.5WL(X+,CPI+) 0.192 -67.953 -0.01 -0.09
Max Fz 57 160 1.5DL+1.5WL(Z-,CPI-)+1.5CR-LEFT 2.167 516.953 129.204 221.802
Min Fz 53 142 1.5DL+1.5WL(Z+,CPI-)+1.5CR-LEF 1.659 436.478 -131.485 -227.052
Max Mx 57 160 1.5DL+1.5WL(Z-,CPI-)+1.5CR-LEFT 2.167 516.953 129.204 221.802
Min Mx 53 142 1.5DL+1.5WL(Z+,CPI-)+1.5CR-LEF 1.659 436.478 -131.485 -227.052
Max My 53 128 1.5DL+1.5LL+1.5CR-LEFT-LL -9.695 644.623 -10.75 -30.914
Min My 44 126 1.5DL+1.5LL+1.5CR-LEFT-DL -8.755 631.536 -5.832 -18.004
Max Mz 53 165 1.5DL+1.5SL+X+1.5CR-LEFT-DL -90.734 472.098 0.002 -0.386
Min Mz 44 174 1.5DL+1.5SL-X+1.5CR-LEFT-LL 79.454 471.812 0.023 -0.036
My kNm Mz kNm
0 -139.545
0 149.771
0 -122.782
0 91.203
0.001 128.675
0.215 136.105
0.001 128.675
0.215 136.105
0.215 136.105
-0.041 -71.019
0 149.771
0 -139.545
My kNm Mz kNm
0 -421.716
0 420.509
0 -107.327
0 44.619
0.013 88.602
0.005 98.003
0.013 88.602
0.005 98.003
0.215 135.671
-0.041 -71.397
-0.013 453.819
0.005 -432.662
