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Anchor Bolt Check for the Given Load Data
CONCRETE BREAKOUT IN TENSION & ANCHOR BOLT IN TENSION Anchor Bolt diameter Number Of Anchor Bolts Bolt head Diameter
Wh =
1.5 .D_bolt
Effective bolt embedment depth Stress area of Anchor Bolt
(Ref: AA-036322-001/08 Anchor Bolt Details)
Allowable Tension of Anchor Bolt, Where,
futa
=
Nsa
=
ф x futa
(ACI 318-08, Appendix-D
Minimum of (1.9fy or 860),
CONCRETE BREAKOUT IN TENSION & ANCHOR BOLT IN SHEAR Allowable Tension of Anchor Bolt, Where,
futa
=
Nsa
Minimum of (1.9fy or 860),
=
ф x futa
(ACI 318-08, Appendix-D
BASE PLATE CHECK
m n
=
L g nb
=
= =
= =
P1=
P2=
T2 = nb * Fyp * (m or n) * tp2 / (( 4 * g ) * Ω) ---anchor bolts @ outside T2 = 2 * nb * Fyp * (2*g) *tp2 / ((4*g ) * Ω )--anchor bolts @ inside
BASE PLATE CHECK FOR BENDING Check Major Axis Bending Check for Minor Axis Bending
( Case - 1 ) ( Case - 2 )
35 mm 65 mm 100 mm 100 mm c/c of bolts No. of Bolts
f'c DBolt NBolt Wh
=
28
Mpa
=
36
mm
=
2
No's
=
54
mm
675
mm
745
mm2
250
Mpa Mpa
hefProv = Aeff_Bolt (ACI 318-08, Appendix-D)
=
fy
.'.
h'ef used
=
Case
=
=
116.67
futa
=
475
ф
=
1
Nsa
=
707.75
/ bolt
Ca1
=
175
mm
S1
=
200
mm
Ca2
=
175
mm
S2
=
200
mm
P1
=
550
mm
P2
=
550
mm
mm
Ref: D5.2.3 ACI-318-08
2.0 1.0
Cast in place anchor
as per D 5.2.7 ACI 318-08 AN
=
302500
mm2
ANCO
=
122500
mm2
ed ec
=
1
Ref: ACI-318-08 Appendix D5.2.5
=
1
Ref: ACI-318-08 Appendix D5.2.4
e'N
=
0
Centeriod of Anchor Group
CN
=
1.25
Nb
=
122.50
NCB
=
378.13
(ACI 318-08, Appendix-D)
kN
Concrete break Out Strength
fy futa ф
250
Mpa
=
475
Mpa
=
0.6
.'.
Nsa
=
CASE
424.65
Mpa
2
In Direction of Shear Force
Ca1
=
175
mm
In Direction of Shear Force
S1
=
200
mm
Perpendicular to Shear Force
Ca2
=
175
mm
Perpendicular to Shear Force
S2
=
200
mm
P1
=
550
mm
P2
=
550
mm
INPUT THESE CAREFULLY AS PER CASE
C'a1
=
cV
=
175.00
1.0
mm
Ref: D 6.2.4 ACI-318-08
Cast in place anchor
as per D 6.2.7 ACI 318-08
Avc
=
144375
mm2
AvCO
=
137812.5
mm2
ed ec
=
0.9
Ref: ACI-318-08 Appendix D6.2.6
=
1
Ref: ACI-318-08 Appendix D6.2.5
e'V
=
0
Centeriod of Anchor Group
hv
=
1
Vb
=
45.33
VCB
=
85.47
kN
Concrete break Out Strength
Applied P
=
Applied M
=
0.0
Fy
=
250.0
kN kn-m Mpa
d
=
400.0
mm
bf B N
=
400.0
mm
=
450.0
mm
=
450.0
mm
P1
=
mm
P2
=
550 550
tp A1 A2
=
35.0
mm
= =
202500 302500
fpmax
=
2.5
=
11.64
P1
=
P2 nb ( Case -1 ) g ( Case -2 ) Case
=
= = = =
762.0
mm
mm2 mm2
3.1 Design Guide-01 Mpa
2356.20 kN
1.67
1856.76 kN 4.00
mm
200.00
mm
2.00
mm
=
59.60
kN
= = = = = =
100.00 2.00
mm
0.00 5236.00 224.93 Small
mm
Y
=
450.00
fpmax
=
FAIL
T f Case e qmax ecric Base Plate Type
FOR LARGE "e" ONLY
N/mm mm
mm
CONCRETE BREAKOUT IN TENSION & ANCHOR BOLT IN TENSION Anchor Bolt diameter Number Of Anchor Bolts Bolt head Diameter
Wh =
1.5 .D_bolt
Effective bolt embedment depth Stress area of Anchor Bolt
(Ref: AA-036322-001/08 Anchor Bolt Details)
Allowable Tension of Anchor Bolt, Where,
futa
=
Nsa
=
ф x futa
(ACI 318-08, Appendix-D
Minimum of (1.9fy or 860),
CONCRETE BREAKOUT IN TENSION & ANCHOR BOLT IN SHEAR Allowable Tension of Anchor Bolt, Where,
futa
=
Nsa
Minimum of (1.9fy or 860),
=
ф x futa
(ACI 318-08, Appendix-D
BASE PLATE CHECK
m n
=
L g nb
=
= =
= =
P1=
P2=
T2 = nb * Fyp * (m or n) * tp2 / (( 4 * g ) * Ω) ---anchor bolts @ outside T2 = 2 * nb * Fyp * (2*g) *tp2 / ((4*g ) * Ω )--anchor bolts @ inside
BASE PLATE CHECK FOR BENDING Check Major Axis Bending Check for Minor Axis Bending
( Case - 1 ) ( Case - 2 )
35 mm 65 mm 100 mm 100 mm c/c of bolts No. of Bolts
f'c DBolt NBolt Wh
=
28
Mpa
=
36
mm
=
2
No's
=
54
mm
675
mm
745
mm2
250
Mpa Mpa
hefProv = Aeff_Bolt (ACI 318-08, Appendix-D)
=
fy
.'.
h'ef used
=
Case
=
=
116.67
futa
=
475
ф
=
1
Nsa
=
707.75
/ bolt
Ca1
=
175
mm
S1
=
200
mm
Ca2
=
175
mm
S2
=
200
mm
P1
=
550
mm
P2
=
550
mm
mm
Ref: D5.2.3 ACI-318-08
2.0 1.0
Cast in place anchor
as per D 5.2.7 ACI 318-08 AN
=
302500
mm2
ANCO
=
122500
mm2
ed ec
=
1
Ref: ACI-318-08 Appendix D5.2.5
=
1
Ref: ACI-318-08 Appendix D5.2.4
e'N
=
0
Centeriod of Anchor Group
CN
=
1.25
Nb
=
122.50
NCB
=
378.13
(ACI 318-08, Appendix-D)
kN
Concrete break Out Strength
fy futa ф
250
Mpa
=
475
Mpa
=
0.6
.'.
Nsa
=
CASE
424.65
Mpa
2
In Direction of Shear Force
Ca1
=
175
mm
In Direction of Shear Force
S1
=
200
mm
Perpendicular to Shear Force
Ca2
=
175
mm
Perpendicular to Shear Force
S2
=
200
mm
P1
=
550
mm
P2
=
550
mm
INPUT THESE CAREFULLY AS PER CASE
C'a1
=
cV
=
175.00
1.0
mm
Ref: D 6.2.4 ACI-318-08
Cast in place anchor
as per D 6.2.7 ACI 318-08
Avc
=
144375
mm2
AvCO
=
137812.5
mm2
ed ec
=
0.9
Ref: ACI-318-08 Appendix D6.2.6
=
1
Ref: ACI-318-08 Appendix D6.2.5
e'V
=
0
Centeriod of Anchor Group
hv
=
1
Vb
=
45.33
VCB
=
85.47
kN
Concrete break Out Strength
Applied P
=
Applied M
=
0.0
Fy
=
250.0
kN kn-m Mpa
d
=
400.0
mm
bf B N
=
400.0
mm
=
450.0
mm
=
450.0
mm
P1
=
mm
P2
=
550 550
tp A1 A2
=
35.0
mm
= =
202500 302500
fpmax
=
2.5
=
11.64
P1
=
P2 nb ( Case -1 ) g ( Case -2 ) Case
=
= = = =
762.0
mm
mm2 mm2
3.1 Design Guide-01 Mpa
2356.20 kN
1.67
1856.76 kN 4.00
mm
200.00
mm
2.00
mm
=
59.60
kN
= = = = = =
100.00 2.00
mm
0.00 5236.00 224.93 Small
mm
Y
=
450.00
fpmax
=
FAIL
T f Case e qmax ecric Base Plate Type
FOR LARGE "e" ONLY
N/mm mm
mm
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