Anchor bolt design details

1. Checked by
DESIGN OF HEADED CONCRETE ANCHOR & END PLATE
SUPPORTING MEMBER RC BEAM
D1 = mm ha = mm
B1 = mm
SUPPORTED MEMBER HOPPER
SUPPORTED BEAM END FORCES
Factored
Compressive force C = kN
Tensile force T = kN
Vertical force = kN (~5000kg*9.81/1000)
Horizontal shear force = kN
Moment = kNm
CONNECTION DETAILS
Bolt details
Diameter of anchor do =
Diameter of Nut H =
Effective cross sectional area of one anchor Ase =
Nr of anchor column nc =
Nr of anchor rows nr =
Nr of bolts n =
Spacing of anchor rows (pitch) p =
Spacing of anchor columns (gauge) g =
Sum of square of 'r' for the bolt group e r
2
= r =
Effective anchor embedment depth hef =
Eccentricity & Edge distance
Horizontal Edge distance for nth column of bolts ca2 =
Horizontal Edge distance for 1st column of bolts ca4 =
Vertical Edge distance for nth row of bolts ca1 =
Vertical Edge distance for 1st row of bolts ca3 =
Edge distance bt. anchors and end plt. e'
=
Eccentricity for vertical shear e =
Eccentricity of normal force on group of anchors eN' =
(The distance between the resultant tension load on a group of anchors in tension and the centroid of the
group of anchors in tension)
Eccentricity of shear force on group of anchors, eV' =
(The distance between the resultant shear load on a group of anchors in shear and the centroid of the
group of anchors in shear)
0.0
1300.0
mm
Connection id
150.0 mm
32500.0
500.0
30.0 mm
90.14
2
mm2
150.0 mm
0.0
20.0
mm
0.0
50.0
314.2 mm
2
mm
1325.0 mm
100.0
1055.0 mm
0.0
2000.0
Designed by Date 20-Sep-14
100.0 mm
2
5000.0
4
0.0
50.0 mm
0.0 mm
SUBJECT
mm
95.0 mm
ANCHOR BOLT DESIGN
PROJECT
REFERENCE
A
ACI 318M-11
1 / 14

2. Checked by Connection id
Designed by Date 20-Sep-14
SUBJECT ANCHOR BOLT DESIGN
PROJECT
REFERENCE
A
ACI 318M-11
Depth supported member/fin plate Ds = mm
Thickness of fin plate/ supported member wed tf = mm
Distance between tension bolts to compression edge D = mm
mm
(ca3) Design strength reduction factor
f =
mm
(ca1)
mm mm
(ca2 ) (ca4 )
Plate details
Depth of end plate Dp =
Width of end plate Bp =
Thickness of end plate tp =
Material strength & grade
Grade of bolt =
Tensile Strength of bolt futa =
Characteristic strength of Concrete (cylinder) fc
'
=
Yield strength of plate fyp =
1325
12
250
250
2000
560.0
95
1055
N/mm
2
N/mm2
8.8 grade
200.0 mm
20.0 mm
250.0 mm
40.0
N/mm
2
0.75
265.0
2 / 14

3. Checked by Connection id
Designed by Date 20-Sep-14
SUBJECT ANCHOR BOLT DESIGN
PROJECT
REFERENCE
A
ACI 318M-11
CONNECTION CAPACITY CHECKS SUMMARY
TENSION LOAD
Remarks 2.5ca1>hef, Blow-out strength check is not required
SHEAR LOAD
INTERACTION OF TENSILE AND SHEAR LOADING
Interaction for single anchor (Nua/fNn+Vua/fVn) = <= 1.2 SAFE
Interaction for group of anchors (Nuag/fNng+Vuag/fVng) = <= 1.2 SAFE
PLATE
End plate thickness required = < tp SAFE
0.096
Concrete pryout strength of group of anchors 157.16 50.0 0.318 SAFE
Concrete pryout strength of an anchor 128.58 12.50 0.097 SAFE
Concrete breakout strength for group of anchors 253.80 50.00 0.197 SAFE
0.050
25.00
78.6
SAFE
SAFE
0.095
SAFE
Concrete breakout strength of an anchor 251.93 12.50
SAFE
Steel strength for group of anchors 527.79 50.00 0.095 SAFE
Steel strength of an anchor 131.95
Checks
Design values Utilization
Ratio
Capacity(kN) Load(kN)
Status
Concrete side-face blowout strength of anchor
Pullout strength of an anchor
Concrete breakout strength of an anchor
0.08
Concrete side-face blowout strength for group of
anchor
Pullout strength for group of anchors
Concrete breakout strength for group of anchors
N.A.
Steel strength for group of anchors
10.1
N.A.
263.88
0.08
N.A
MAXIMUM UTILIZATION RATIO
SAFE
10.10
0.16
20.2
12.50
0.58
20.20
10.10
SAFE
0.08 SAFE
SAFE
0.26
SAFE
0.25
20.20
10.10
20.2
N.A
Steel strength of an anchor
Concrete breakout strength for group of anchors
near concrete edge 260.59
131.95
SAFE
0.08
Capacity(kN) Load(kN)
Status
Design values Utilization
Ratio
Checks
263.89
64.29
131.94
0.32
15.12 20.0
SAFE
3 / 14

4. Checked by Connection id
Designed by Date 20-Sep-14
SUBJECT ANCHOR BOLT DESIGN
PROJECT
REFERENCE
A
ACI 318M-11
MAXIMUM FORCES IN ANCHORS
Shear force
Torsion due to horizontal eccentricity in shear Me = V*ev'
=
Shear force anchor due to moment Vh = Me*r/εr
2
=
Vertical shear due to Fm FVm = Fm * cosO O =
=
Horizontal shear due to Fm FHm = Fm * sin O
=
Shear force per anchor due to vertical force Vv = 50/4
=
Total Shear force per anchor Vua =
Shear force for group of anchors Vuag =
Tension force
Bearing strength of concrete = 0.85fcfc'
=
Force equilibrium for the design bearing stress T+N = C
Considering the moment equilibrium M = T(D-Dp/2)+C(Dp-X/2)
0.85fc'fcbpX(D-X/2)-Fy(D-Dp/2) = M
20.4*200*X(250-X/2)-0*(250-250/2) = 50* 0.1+0*0+0
2.04X^2-1020X+5000 =
a = b = c =
X1 = -(-1020)+(-1020^2-4*2.04*5000)^0.5/(2*2.04) =
X2 = -(-1020)-(-1020^2-4*2.04*5000)^0.5/(2*2.04) =
Length of compressive stress block X = mm
Compression force resisted by concrete C = kN
Tension force transfer to anchors T = kN
(Assumed to be transfer to anchors located
above the C.G. of end plate)
Nos of anchors row effective in tension nrt = (2 ) / 2
=
-1020
2.04 5000
0
495.05
4.95
0.0 kN.m
kN
12.5 kN
56.3
4.95
20.2
20.2
1.0
12.5 kN
50.0 kN
KN
0.00 KN
Assuming the shear transfer to anchors as below
MPa
20.4
0.00
0.0
4 / 14

5. Checked by Connection id
Designed by Date 20-Sep-14
SUBJECT ANCHOR BOLT DESIGN
PROJECT
REFERENCE
A
ACI 318M-11
Nos of anchors efective for tension nt = 2 * 1
=
Tension force on an anchor due to bending T1 = 20.2/ 2
T1 = kN
Direct tension force in each anchor T2 =
= kN
Total tension in each anchor, Nua = T1+T2
= kN
Tension force transfer to group of anchors Nuag =
= kN
STEEL STRENGTH OF ANCHORS
As per ACI 318-05 D5.1
Nominal strength of a single anchor in tension Nsa = Ase * futa
= 314.16*560/1000
=
As per ACI 318-05 D4.4 a(i) f =
f Nsa = >Nua SAFE
( )
Nominal strength of group of anchors in tension Nsag = nt * Ase * futa
= 2*314.16*560/1000
=
f Nsag = > Nuag SAFE
( )
CONCERE BREAKOUT STRENGTH OF ANCHOR
Single Anchor
min(ca3,1.5hef)
mm
min((ca1+(nr-1)p), 1.5hef)
mm
min(ca2, 1.5hef) min((ca4 +(nc-1)g), 1.5hef)
mm mm
As per ACI 318-05 D5.2
Nominal concrte breakout strength of an Ncb = ANc/ANco * yed,N * yc,N * ycp,N* Nb
anchor in tension
225
95
225
2.0
10.1
Nua*nt
20.2
0.75
175.9
0 / 4
0.0
10.1
kN
131.9 kN
10.1
351.9 kN
263.9 kN
20.2
225
CAPACITY AGAINST TENSION LOADING
5 / 14

6. Checked by Connection id
Designed by Date 20-Sep-14
SUBJECT ANCHOR BOLT DESIGN
PROJECT
REFERENCE
A
ACI 318M-11
Basic concrete breakout strength of an anchor Nb = kc sqrt(fc
'
) hef
1.5
in cracked concrete
For cast-in anchors kc =
Actual anchor embedment depth h1 =
ca,min = mm
ca,max = mm
Max(Cmax/1.5,max spacing/3) h2 = mm
Effective anchor embedment depth hef = If 1.5*h1>Cmax = h2 or h1
=
Nb = 10* sqrt(40) *150^1.5
Nb =
Modification factor for edge effects yed,N = 0.7 + 0.3 (ca,min/1.5hef) for ca,min <1.5hef
= for ca,min >1.5hef
yed,N =
Modification factor to account for cracking yc,N =
Modification factor to account for post-install ycp,N = For cast-in anchors
anchors
Projected concerte failure area of an anchor ANco = 9 hef
2
(not limited by edge distance or spacing) = 9 *150^2
=
Projected concerte failure area of an anchor = (225+95) * (225+225) < ANco
( limited by edge distance or spacing) =
ANc =
Nominal concrte breakout strength of an Ncb = (144000/202500) * 0.83*1.25*1*116.19
anchor in tension =
f Ncb = >Nua SAFE
( )
Group of anchors
Basic concrete breakout strength of an anchor Nb = kc sqrt(fc
'
) hef
1.5
in cracked concrete
For cast-in anchors kc =
Actual anchor embedment depth h1 =
ca,min = mm
ca,max = mm
Max(Cmax/1.5,max spacing/3) h2
Effective anchor embedment depth hef = If 1.5*h1>Cmax = h2 or h1
=
Nb = 10* sqrt(40) *150^1.5
= 116.2
10.0
150.0 mm
150.0 mm
95
225
0.83
1.25
1.00
202500.0 mm2
116.2 kN
1.0
10.1
144000.0 mm2
144000.0 mm
2
85.7 kN
kN
150 mm
150.0 mm
64.3 kN
150.0 mm
150
95
225
10.0
6 / 14

7. Checked by Connection id
Designed by Date 20-Sep-14
SUBJECT ANCHOR BOLT DESIGN
PROJECT
REFERENCE
A
ACI 318M-11
min(ca3, 1.5hef)
mm
(nrt-1)p = mm
min((ca1+(nr-1)p-(nrt-1)p), 1.5hef)
mm
min(ca2, 1.5hef) (nc-1)g min(ca4, 1.5hef)
mm mm mm
Modification factor for eccentrically loaded
anchor group yec,N = 1/(1 + (2e'N / 3hef))
Modification factor for edge effects = 0.7 + 0.3 (ca,min/1.5hef) for ca,min <1.5hef
= for ca,min >1.5hef
yed,N =
Modification factor to account for cracking yc,N =
Modification factor to account for post-install ycp,N = For cast-in anchors
anchors
Projected concerte failure area of an anchor ANco = 9 hef
2
(Not limited by edge distance or spacing) = 9 *150^2
=
Projected concerte failure area of group of = (95+0+225) * (225+100+225)
(Limited by edge distance or spacing) = < nt ANco
ANc = ( mm
2
)
Nominal concrte breakout strength for Ncbg = ANc/Anco yec,N* yed,N * yc,N * ycp,N* Nb
group of anchors in tension = (176000/202500) * 1*0.83*1.25*1* 116.19
=
f Ncbg = > Nuag SAFE
( )
PULLOUT STRENGTH OF ANCHOR
As per ACI 318-05 D5.3
Nominal pullout strength of an anchor Npn = yc,P * Np
in tension
Pullout strength in tension of an Np = Abrg * 8* fc
'
headed bolt or headed bolt
225 100
225
95
225
1.00
1.0
78.6 kN
0.83
1.25
1.00
202500.0 mm
2
176000.0 mm2
20.2
176000.0 mm2
405000
104.8 kN
0
7 / 14

8. Checked by Connection id
Designed by Date 20-Sep-14
SUBJECT ANCHOR BOLT DESIGN
PROJECT
REFERENCE
A
ACI 318M-11
Bearing area of the head of bolt or anchor Abrg = pi() * (30^2 - 20^2 )/ 4
bolt =
Pullout strength in tension of an Np = 392.7 * 8 * 40
headed bolt or headed bolt =
Modification factor to account for cracking yc,P =
Single Anchor
Nominal pullout strength of an anchor Npn = 1.4* 125.66
=
f Npn = >Nua SAFE
( )
Group of anchors
Nominal pullout strength of group of anchor Npng = 2 * 175.92
=
f Npng = > Nuag SAFE
( )
CONCRETE SIDE-FACE BLOWOUT STRENGTH OF ANCHOR
Single anchor
As per ACI 318-05 D5.4
Nominal side-face blowout strength of an anchor Nsb = 13 ca1 sqrt(Abrg) sqrt(fc')
ca1 = mm
Abrg =
Perpendicular distance to ca1 ca2 = mm
If ca2 < 3ca1, Nsb shall be multiplied by a factor (1+ca2/ca1)/4
(1+ca2/ca1)/4 =
Nominal side-face blowout strength of an anchor Nsb = 13 * 95 * sqrt(392.7) * sqrt(40)*1
=
Nominal side-face blowout strength of an anchor Nsb =
anchor in tension
f Nsb = >Nua SAFE
( )
2.5ca1>hef, Blow-out strength check is not required
392.70 mm2
125.66 kN
1.40
175.92 kN
131.9 kN
10.1
351.8 kN
263.9 kN
20.2
95
1.0
392.70
392.70 mm2
1325.0
154.8 kN
N.A. kN
N.A. kN
10.1
8 / 14

9. Checked by Connection id
Designed by Date 20-Sep-14
SUBJECT ANCHOR BOLT DESIGN
PROJECT
REFERENCE
A
ACI 318M-11
Group of anchors
For multiplie headed anchors Nsbg = (1+s/6ca1) Nsb
Spacing of outer anchors along the edge s =
Nominal side-face blowout strength of Nsbg = (1+100/(6*95))*154.78
group of anchors in tension
Nominal side-face blowout strength of Nsbg =
group of anchors in tension 2.5ca1>hef, Blow-out strength check is not required
f Nsbg = > Nuag SAFE
( )
STEEL STRENGTH OF ANCHOR
As per ACI 318-05 D 6.1
Nominal strength of an anchor in shear Vsa = Ase * futa
= 314.16*560/100
=
f Vsa = > Vua SAFE
( )
Nominal strength of anchor group in shear Vsag = n * Ase * futa
4*314.16*560/1000
=
f Vsag = > Vuag SAFE
( )
Nominal strength of anchor group f Vsag = f* nc * Ase * futa
in shear (for no. of columns of anchors) =
BREAKOUT STRENGTH OF ANCHOR
Single anchor
As per ACI 318-05 D 6.2
Nominal breakout strength of an anchor
for shear force perpendicular to the edge Vcb = AVc/AVco * yed,V * yc,V * Vb
Basic concrete breakout strength of an anchor Vb = 0.6 (le/da)
0.2
sqrt(da)sqrt(fc
'
) ca1
1.5
in cracked concrete
le = min.( hef, 8da)
=
Actual edge distance ca1 =
100.0 mm
175.9 kN
131.9 kN
181.9 kN
N.A. kN
N.A. kN
12.5
703.7 kN
527.8 kN
50.0
263.9 kN
150.0 mm
1055.0 mm
CAPACITY AGAINST VERTICAL SHEAR LOADING
20.2
9 / 14

10. Checked by Connection id
Designed by Date 20-Sep-14
SUBJECT ANCHOR BOLT DESIGN
PROJECT
REFERENCE
A
ACI 318M-11
min(ha, 1.5ca1)
mm
min(ca2, 1.5ca1) min((nc-1)g+ca4, 1.5ca1)
mm mm
ca2max = mm
ca2min = mm
ha =
s = mm
Minimum free edge distance ef = Min(ha,ca2min)
=
Effective anchor edge distance ca1 = if ef< 1.5ca1= max(ca2/1.5,ha/1.5,S/3 or Ca1)
=
Vb = 0.6 * (150/20)^0.2 * sqrt(20) * sqrt(40) * 1055^1.5
Vb =
Modification factor for edge effects yed,V = 0.7 + 0.3 (ca2/1.5ca1) for ca2 <1.5ca1
= for ca2 >1.5ca1
yed,V =
Modification factor to account for cracking yc,V =
Projected concrete failure area of an anchor AVco = 4.5 ca1
2
(Not limited by corner influence, spacing, or member thickness)
= 4.5 *1055 ^ 2
AVco =
Projected concrete failure area of an anchor = (1325 + 1582.5) * 500
(Limited by corner influence, spacing, or member thickness)
= < Avc0
AVc =
Nominal concrete breakout strength of an Vcb = (1453750/5008612.5) * 0.95*1.4*870.14
anchor for shear force =
f Vcb = > Vua SAFE
( )
2000
1325
500
1582.5
500.0 mm
100.0
870.1 kN
1055.0 mm
1325.0
500.0 mm
mm2
mm
2
5008612.5
1453750.0
1.0
0.95
1.40
mm
2
335.9 kN
251.9 kN
1453750.0
12.5
10 / 14

11. Checked by Connection id
Designed by Date 20-Sep-14
SUBJECT ANCHOR BOLT DESIGN
PROJECT
REFERENCE
A
ACI 318M-11
Group of anchors
min(ha, 1.5ca1)
mm
min(ca2, 1.5ca1) (nc-1)g min(ca4, 1.5ca1)
mm mm mm
Basic concrete breakout strength of an anchor Vb = 0.6 (le/do)
0.2
sqrt(d0)sqrt(fc
'
) ca1
1.5
in cracked concrete
Where, le = min.( hef, 8d0)
=
Actual edge distance ca1 =
ca2max =
ca2min =
ha =
s =
Minimum free edge distance ef = Min(ha,ca2min)
=
Effective anchor edge distance ca1 = if ef< 1.5ca1= max(ca2/1.5,ha/1.5,S/3 or Ca1)
=
Vb = 0.6 * (150/20)^0.2 * sqrt(20) * sqrt(40) * 1055^1.5
Vb =
Modification factor for eccentrically loaded yec,V = 1/(1 + (2e'V / 3ca1))
anchor group
=
Modification factor for edge effects yed,V = 0.7 + 0.3 (ca2/1.5ca1) for ca2 <1.5ca1
= for ca2 >1.5ca1
yed,V = ca2,min = mm
Modification factor to account for cracking yc,V =
Projected concrete failure area of an anchor, AVco = 4.5 ca1
2
(Not limited by corner influence, spacing, or member thickness)
= 4.5 *1055 ^ 2
AVco =
Projected concrete failure area for groups of AVc = (1325 + 100+ 1582.5) * 500 < nc AVc
(Limited by corner influence, spacing, or member thickness)
= = mm
2
AVc =
2000
1582.5
500
1325 100
150.0 mm
mm
2
1055.0 mm
500.0 mm
870.1
0.95
1.40
1055.0 mm
mm
1325 mm
500.0 mm
mm2
1503750.0
5008612.5
kN
1.0
1.0
mm
2
10017225
1503750.0
150.0 mm
11 / 14

12. Checked by Connection id
Designed by Date 20-Sep-14
SUBJECT ANCHOR BOLT DESIGN
PROJECT
REFERENCE
A
ACI 318M-11
Nominal concrete breakout strength for Vcbg = AVc/AVco * yec,V* yed,V * yc,V * Vb
group of anchors in a single row for shear force = (1503750/5008612.5) * 1*0.95*1.4* 870.14
=
f Vcbg = > nc*Vua SAFE
( )
Group of anchors
min(ha, 1.5ca1)
mm
min(ca2, 1.5ca1) (nc-1)g min(ca4, 1.5ca1)
mm mm mm
Basic concrete breakout strength of an anchor Vb = 0.6 (le/do)0.2
sqrt(d0)sqrt(fc
'
) ca1
1.5
in cracked concrete
Where, le = min.( hef, 8d0)
=
Actual edge distance ca1 =
ca2max =
ca2min =
ha
s
Effective anchor edge distance ca1 = if ef< 1.5ca1= max(ca2/1.5,ha/1.5,S/3 or Ca1)
=
Vb = 0.6 * (150/20)^0.2 * sqrt(20) * sqrt(40) * 1205^1.5
Vb =
Modification factor for eccentrically loaded yec,V = 1/(1 + (2e'V / 3ca1))
anchor group
=
Modification factor for edge effects yed,V = 0.7 + 0.3 (ca2/1.5ca1) for ca2 <1.5ca1
= for ca2 >1.5ca1
yed,V =
Modification factor to account for cracking yc,V =
1807.5
100
1325
mm
500
347.5 kN
150.0
mm
500.0
260.6 kN
25.0
2000 mm
150.0
kN
1205.0 mm
1.00
1.0
1205.0 mm
1.40
0.92
1325
mm
mm
1062.2
12 / 14

13. Checked by Connection id
Designed by Date 20-Sep-14
SUBJECT ANCHOR BOLT DESIGN
PROJECT
REFERENCE
A
ACI 318M-11
Projected concrete failure area of an anchor, AVco = 4.5 ca1
2
(Not limited by corner influence, spacing, or member thickness)
= 4.5 *1205 ^ 2
AVco =
Projected concrete failure area for groups of = (1325 + 100+ 1807.5) * 500 < n Avco
(Limited by corner influence, spacing, or member thickness)
= = mm
2
AVc =
Nominal concrete breakout strength for Vcbg = AVc/AVco * yec,V* yed,V * yc,V * Vb
group of anchors for shear force = (1616250/6534112.5) * 1*0.92*1.4* 1062.16
=
f Vcbg = > Vuag SAFE
( )
CONRETE PRYOUT STRENGTH OF ANCHOR
Single anchor
As per ACI 318-05 D 6.3
Nominal pryout strength of an anchor Vcp = kcp * Ncb
kcp =
Nominal concrte breakout strength of an anchor Ncb =
Nominal pryout strength of an anchor Vcp = 2* 85.72
=
f Vcp = > Vua SAFE
( )
Group of anchors
Nominal concrte breakout strength for Ncbg =
Nominal pryout strength for group of anchor Vcpg = kcp * Ncbg
= 2* 104.77
=
f Vcpg = > Vuag SAFE
( )
INTERACTION OF TENSILE AND SHEAR FORCES
Lowest design strength in tension f Nn = min. ( 131.95, 64.29, 131.94, N.A. )
of an anchor = > Nua SAFE
( )
338.4 kN
253.80 kN
mm
2
mm2
6534112.5
12.5
104.8 kN
50.0
2.0
85.7 kN
209.5 kN
157.2 kN
50.0
171.4 kN
128.6 kN
64.3 kN
10.1
26136450
1616250.0
1616250.0
mm
2
13 / 14

14. Checked by Connection id
Designed by Date 20-Sep-14
SUBJECT ANCHOR BOLT DESIGN
PROJECT
REFERENCE
A
ACI 318M-11
Lowest design strength in tension f Nng = min. ( 263.89, 78.58, 263.88, N.A. )
of group of anchors = > Nuag SAFE
( )
Lowest design strength in shear f Vn = min. ( 131.95, 251.93, 128.58 )
of an anchor = > Vua SAFE
( )
Lowest design strength in shear f Vng = min. ( 527.79, 253.8, 157.16 )
of group of anchors = > Vuag SAFE
( )
Inetraction check for single anchor
Nua Vua
= (10.1 / 64.29) + (12.5/ 128.58)
f Nn f Vn
= <= 1.2 SAFE
Inetraction check for group of anchors
Nuag Vuag
= ((20.2 / 78.58) + (50/ 157.16)
f Nng f Vng
= <= 1.2 SAFE
END PLATE THICKNESS
Edge distance = mm
Number of bolts in tension side nf =
Tension in group of anchors T1 = Nua*nf
= kN
Moment on plate due to tension Mt = T1*ev
= kNm
Thickness of end plate required = SQRT(6*M2/(Bp*fyp))
= SQRT((6*2.02*10^6/(200*265))
= mm > SAFE
( )
20.2
12.5
50.0
100
78.6 kN
128.6 kN
157.2 kN
+
+
0.58
tp
20.2
0.25
20.0
2.02
15.12
treq2
2
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