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Project : Alberta OilSand
Job No : 1234567
Doc No : 1234567
Calculation Sheet Subject : Headed Anchor Bolt Design ACI 318-11
ANCHOR BOLT DESIGN Combined Tension and Shear
Anchor bolt design based on
ACI 318-11 Building Code Requirements for Structural Concrete and Commentary Appendix D
PIP STE05121 Anchor Bolt Design Guide-2006
Anchor Bolt Data
= 2.00 [kips] = 8.9
Factored shear = 3.00 [kips] = 13.3
Concrete strength = 4.0 [ksi] = 27.6
Anchor bolt material
Anchor tensile strength = 58 [ksi] = 400
Anchor is ductile steel element
Anchor bolt diameter = [in] = 19.1
Bolt sleeve diameter = 2.0 [in]
Bolt sleeve height = 7.0 [in]
min required
Anchor bolt embedment depth = 12.0 [in] 9.0 OK
Concrete thickness = 15.0 [in] 15.0 OK
= 100.0 [in] 4.5 OK
= 5.0 [in] 4.5 OK
= 100.0 [in] 4.5 OK
= 5.0 [in] 4.5 OK
Yes
= 12.00 [in] 9.0 OK
Anchor head type = ?
Anchor effective cross sect area = 0.334
Bearing area of head = 0.654
Bearing area of custom head = 2.700 not applicable
Bolt 1/8" (3mm) corrosion allowance = ?
Supplementary reinforcement
For tension = Condition B
For shear = Condition B ?
Provide built-up grout pad ? = ?
Concrete cracking = ?
Seismic design category SDC >= C = ?
Anchor bolt load E <= 0.2U Tensile = ? Shear =
Anchor bolt satisfies option Tensile = ? Shear =
set Nu = 0 if it's compression
Factored tension for design Nu
Vu
f'c
futa
da
ds
hs
hef
ha
Bolt edge distance c1 c1
Bolt edge distance c2 c2
Bolt edge distance c3 c3
Bolt edge distance c4 c4
ci > 1.5hef for at least two edges to avoid reducing of hef when Nu > 0
Adjusted hef for design hef
Ase [in2]
Abrg [in2]
Abrg [in2]
Yc,V
Strength reduction factors
Anchor reinforcement = 0.75
Anchor rod - ductile steel = 0.75 = 0.65
Concrete = 0.70 Cdn-B = 0.70
Assumptions
1. Concrete is cracked
2. Condition B - no supplementary reinforcement provided
3. Load combinations shall be per ACI 318-11 9.2
CONCLUSION
Anchor Rod Embedment, Spacing and Edge Distance
Overall ratio = 0.97
Tension
Anchor Rod Tensile Resistance ratio = 0.14
Conc. Tensile Breakout Resistance ratio = 0.28
Anchor Pullout Resistance ratio = 0.18
Side Blowout Resistance ratio = 0.00
Shear
Anchor Rod Shear Resistance ratio = 0.50
Conc. Shear Breakout Resistance - Perpendicular To Edge ratio = 0.89
Conc. Shear Breakout Resistance - Parallel To Edge ratio = 0.34
Conc. Pryout Shear Resistance ratio = 0.21
Tension Shear Interaction
Tension Shear Interaction ratio = 0.97
Seismic Design
Tension Applicable
Option 1 is NOT satisfied
Seismic SDC>=C and E>0.2U , Option 1 is selected to satisfy additional seismic requirements as per D.3.3.4.3
Shear Applicable
Seismic SDC>=C and E>0.2U , Option 3 is selected to satisfy additional seismic requirements as per D.3.3.5.3
fs
ft,s fv,s
ft,c fv,c
4. Tensile load acts through center of bolt group Yec,N =1.0
5. Shear load acts through center of bolt group Yec,V =1.0
CALCULATION
Anchor Rod Tensile = = 14.53
Resistance ratio = 0.14 >
Conc. Tensile Breakout Resistance
= = 63.65
Projected conc failure area = = 18.0
= = 360.0
= = 1296.0
= = 360.0
Min edge distance = = 5.0
Eccentricity effects = 1.0 for no eccentric load
Edge effects = = 0.78
Concrete cracking = 1.00 for cracked concrete
Concrete splitting = 1.0 for cast-in anchor
Concrete breakout resistance = = 9.69
Seismic design strength reduction = x 0.75 applicable = 7.27
ratio = 0.28 >
Anchor Pullout Resistance
Single bolt pullout resistance = = 20.93
= = 14.65
Seismic design strength reduction = x 0.75 applicable = 10.99
ratio = 0.18 >
= 1.00 for cracked concrete
= 0.70 pullout strength is always Condition B
Side Blowout Resistance
c = = 5.0
Check if side blowout applicable = 12.0 [in]
< 2.5c side bowout is NOT applicable
SB resistance = = 0.00
Edge reduction factor = = 1.00
SB resistance after edge reduction = 0.00
Seismic design strength reduction = x 0.75 applicable = 0.00
ratio = 0.00 >
f t,s Nsa f t,s Ase futa
Nu
Nb
1.5hef
ANc [min(c1,1.5hef)+min(c3,1.5hef)] x
[min(c2,1.5hef)+min(c4,1.5hef)]
ANco 9 hef2
ANc min ( ANc, 1x ANco )
cmin min( c1, c2, c3, c4 )
Ψec,N
Ψed,N min[ (0.7+0.3cmin/1.5hef), 1.0 ]
Ψc,N
Ψcp,N
ft,c Ncb
Nu
Np 8 Abrg fc'
f t,c Npn f t,c Ψc,p Np
Nu
Ψc,p
f t,c
min ( c1, c2, c3, c4 )
hef
ft,c Nsb
( 1+ ca2 / ca1 ) / 4
Nu
Govern Tensile Resistance = = 7.27
Anchor Rod Shear = = 7.56
Resistance
Reduction due to built-up grout pads = x 0.8 , applicable = 6.04
ratio = 0.50 >
Conc. Shear Breakout Resistance - Perpendicular To Edge
Bolt edge distance = = 100.0
= Yes
Bolt edge distance - adjusted = ca1 needs to be adjusted = 10.0
= = 15.0
= = 150.0
= = 450.0
= = 150.0
= = 6.0
= = 18.38
= = 18.00
= = 18.00
Eccentricity effects = 1.0 shear acts through center of group
Edge effects = = 0.80
Concrete cracking = concrete is cracked = 1.00
Member thickness = = 1.00
Conc shear breakout = = 3.36
resistance - perpendicular to edge
ratio = 0.89 >
Conc. Shear Breakout Resistance - Parallel To Edge
Nr min( fNsa, fNcb, fNpn, fNsb)
Note: Anchor bolt sleeve portion must be tape wrapped and grouted to resist shear
f v,s Vsa f v,s 0.6 Ase futa
Vu
ca1 c1
Limiting ca1 when anchors are influenced by 3 or more edges
ca1
1.5ca1
AVc [min(c2,1.5c1) + min(c4,1.5c1)] x
min(1.5c1, ha)
AVco 4.5ca12
AVc min ( AVc, 1 x AVco )
le min( 8da , hef )
Vb1
Vb2
Vb min( Vb1 , Vb2 )
Ψec,v
Ψed,v min[ (0.7+0.3c2/1.5c1), 1.0 ]
Ψc,v
Ψh,v max[ (sqrt(1.5c1 / ha) , 1.0 ]
fv,cVcb
Vu
Bolt edge distance = = 5.0
= No
Bolt edge distance - adjusted = ca1 needs NOT to be adjusted = 5.0
= = 7.5
= = 112.5
= = 112.5
= = 112.5
= = 6.0
= = 6.50
= = 6.36
= = 6.36
Eccentricity effects = 1.0 shear acts through center of group
Edge effects = = 1.00
Concrete cracking = concrete is cracked = 1.00
Member thickness = = 1.00
Conc shear breakout = 2 x = 8.91
resistance - parallel to edge
ratio = 0.34 >
Conc. Pryout Shear Resistance
= 2.0
Factored shear pryout resistance = = 19.39
= 0.70 pryout strength is always Condition B
Seismic design strength reduction = x 0.75 applicable = 14.54
ratio = 0.21 >
Govern Shear Resistance = = 3.36
Tension Shear Interaction
Yes
= 1.17
ratio = 0.97 < 1.2
Seismic Design
Tension Applicable
Steel and concrete-governed = 23.25 [kips] = 13.85
nominal strength = 20.93 [kips] = 0.00
ca1 min(c2 , c4)
Limiting ca1 when anchors are influenced by 3 or more edges
ca1
1.5ca1
AVc [min(c1,1.5ca1) + min(c3,1.5ca1)] x
min(1.5ca1, ha)
AVco 4.5ca12
AVc min ( AVc, 1x AVco )
le min( 8da , hef )
Vb1
Vb2
Vb min( Vb1 , Vb2 )
Ψec,v
Ψed,v
Ψc,v
Ψh,v max[ (sqrt(1.5ca1 / ha) , 1.0 ]
fv,cVcb-p
Vu
kcp
fv,c Vcp fv,c kcp Ncbg
f v,c
Vu
Vr min ( fVsa, fVcb, fVcb-p, fVcp )
Check if Nu >0.2f Nn and Vu >0.2f Vn
Nu / f Nn + Vu / f Vn
1.2Nsa Ncb
Npn Nsb
= 0.14 = 0.09
< 0.14
Option 1 is NOT satisfied
Seismic SDC>=C and E>0.2U , Option 1 is selected to satisfy additional seismic requirements as per D.3.3.4.3
Shear Applicable
Seismic SDC>=C and E>0.2U , Option 3 is selected to satisfy additional seismic requirements as per D.3.3.5.3
Nu / min( Ncb, Npn, Nsb ) Nu / 1.2Nsa
Alberta OilSand Eng : D Wu P Eng.
1234567 Chk : D Wu P Eng.
1234567 Date : 2/10/2015
Headed Anchor Bolt Design ACI 318-11 Rev : 1
1 of 6 Page No
starts from
Code Abbreviation 12
ACI 318-11
PIP STE05121
Code Reference
[kN]
[kN]
[MPa]
[MPa] ACI 318-11
D.1
[mm] PIP STE05121
Page A -1 Table 1
Page A -1 Table 1
Page A -1 Table 1
ACI 318-11
D.5.2.3
D.5.2.3
D.4.3 (c)
D.6.2.7
D.6.1.3
D.5.2.6, D5.3.6, D.6.2.7
D.3.3.1
? D.3.3.4.1 & D.3.3.5.1
? D.3.3.4.3 & D.3.3.5.3
2 of 6
Code Reference
ACI 318-11
D.5.2.9 & D.6.2.9
D.4.3 (a)
Cdn-B D.4.3 (c)
D.5.2.6, D5.3.6, D.6.2.7
D.4.3 (c)
D.4.3
D.5.2.4
D.6.2.5
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
NG D.3.3.4
OK D.3.3.5
3 of 6
Code Reference
ACI 318-11
[kips] D.5.1.2 (D-2)
OK
[kips] D.5.2.2 (D-6)
D.5.2.2 (D-7)
[in]
D.5.2.1 (D-5)
D.5.2.1
[in]
D.5.2.4
D.5.2.5
D.5.2.6
D.5.2.7
[kips] D.5.2.1 (D-4)
[kips] D.3.3.4.4
OK
[kips] D.5.3.4 (D-14)
[kips] D.5.3.1 (D-13)
[kips] D.3.3.4.4
OK
D.5.3.6
D.4.3(c)
[in]
D.5.4.1
[kips] D.5.4.1 (D-16)
D.5.4.1
[kips]
[kips] D.3.3.4.4
OK
4 of 6
[in2]
[in2]
[in2]
Code Reference
[kips] ACI 318-11
[kips] D.6.1.2 (b) (D-29)
[kips] D.6.1.3
OK
[in]
D.6.2.4
[in] D.6.2.4
[in]
D.6.2.1
D.6.2.1 (D-32)
D.6.2.1
[in] D.6.2.2
[kips] D.6.2.2 (D-33)
[kips] D.6.2.2 (D-34)
[kips] D.6.2.2
D.6.2.5
D.6.2.6
D.6.2.7
D.6.2.8
[kips] D.6.2.1 (D-31)
OK
5 of 6
Code Reference
ACI 318-11
[in2]
[in2]
[in2]
[in]
D.6.2.4
[in] D.6.2.4
[in]
D.6.2.1
D.6.2.1 (D-32)
D.6.2.1
[in] D.6.2.2
[kips] D.6.2.2 (D-33)
[kips] D.6.2.2 (D-34)
[kips] D.6.2.2
D.6.2.5
D.6.2.1 (c)
D.6.2.7
D.6.2.8
[kips] D.6.2.1 (D-31)
D.6.2.1 (c)
OK
D.6.3.1
[kips] D.6.3.1 (D-41)
D.4.3 (c)
[kips] D.3.3.4.4
OK
[kips]
D.7.1 & D.7.2
D.7.3 (D-42)
OK
6 of 6
Code Reference
NG ACI 318-11
[kips]
[kips]
[in2]
[in2]
[in2]
NG
OK
Mine Salaried PersonnelYear 1 2 3 4 5 6OperationsMining Manager Mine Superintendent General Mine Foreman Mine Shift Foreman BlasterDispatcher Training Foreman Production/Mine Clerk SecretarySalaried Open Pit Operations Total MaintenanceMaintenance Superintendent Maintenance Planner Mechanical/Industrial Engineer Mine Maintenance Foreman Mechanical Foreman Electrical Foreman Mine Maintenance Trainer Maintenance Clerk Salaried Mine Maintenance Total EngineeringChief Engineer Senior Mine Planning Engineer (Long term)Planning Engineer (Short Term) Pit Engineer Geotechnical Engineer Blasting EngineerEnv./Water Management Eng.Mining Engineering technician Mine Surveyor Salaried Mine Engineering Total GeologyChief Geologist Senior Geologist (Long Term) Geologist Grade Control Geologist Salaried Geology Total Total Salaried Personnel OperationsShovel Operators Loader OperatorsHaul Truck Operators
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Monthly Minimum Daily flow m3/sec
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