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ANCHOR BOLT DESIGN
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Combined Tension, Shear and Moment |
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Result Summary
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Anchor Rod Embedment, Spacing and Edge Distance
|
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OK
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Min Rquired Anchor Reinft. Development Length
|
ratio
|
=
|
0.86
|
OK
|
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Overall
|
|
|
|
|
ratio
|
=
|
0.89
|
OK
|
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Seismic Design
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Tension
|
=
|
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OK
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Shear
|
=
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OK
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Design Code Reference
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Anchor bolt design based on
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Code Abbreviation
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CSA A23.3-14 Design of Concrete Structures Annex
D
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CSA A23.3-14
|
PIP STE05121 Anchor Bolt Design Guide-2006
|
PIP STE05121
|
AISC Design Guide 1: Base Plate and Anchor Rod Design 2nd Ed
|
AISC Design Guide 1
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Code Reference
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Anchor Bolt Data
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Factored moment |
Mu |
= |
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[kNm] |
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Factored tension or compression
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Nu
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=
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[kN]
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in compression
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Factored shear force
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Vu
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=
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[kN]
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No of bolt line for resisting moment |
= |
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No of bolt along outermost bolt line |
= |
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Outermost bolt line spacing s1
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s1
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=
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[mm]
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102
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OK
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Page A -1 Table 1
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Outermost bolt line spacing s2
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s2
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=
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[mm]
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102
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OK
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Column depth |
d |
= |
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[mm] |
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Concrete strength
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f'c
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=
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[MPa]
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Anchor bolt material
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=
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Anchor tensile strength
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futa
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=
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400
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[MPa]
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CSA A23.3-14
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Anchor is ductile steel element
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D.2
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Anchor bolt diameter
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da
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=
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[in]
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=
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25.4
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[mm] |
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Anchor bolt has sleeve
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=
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PIP STE05121
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Anchor bolt embedment depth
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hef
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=
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[mm]
|
305
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OK
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Page A -1 Table 1
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Pedestal height
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ha
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=
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[mm]
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431
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OK
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Pedestal width
|
bc
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=
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[mm]
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Pedestal depth
|
dc
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=
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[mm]
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PIP STE05121
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Anchor bolt edge distance c1
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c1
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=
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[mm]
|
114
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OK
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Page A -1 Table 1
|
Anchor bolt edge distance c2
|
c2
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=
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[mm]
|
114
|
|
OK
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Anchor bolt edge distance c3
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c3
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=
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[mm]
|
114
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OK
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Anchor bolt edge distance c4
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c4
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=
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[mm]
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114
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OK
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CSA A23.3-14
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To be considered effective for resisting anchor tension, vertical reinforcing bars
shall be located
|
Figure D.10
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within 0.5hef from the outmost anchor's centerline
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Avg ver. bar center to anchor rod center distance
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dar
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=
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[mm]
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Rebar specification |
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=
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No of ver. rebar that are effective for resisting anchor tension
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nv
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=
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Ver. rebar size No.
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=
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25.4
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[mm]
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single rebar area As
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=
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509.0
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[mm2]
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Ver. rebar top anchorage option
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CSA A23.3-14
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To be considered effective for resisting anchor shear, hor. reinft shall be located
|
Figure D.17B
|
within min( 0.5c1, 0.3c2 ) from the outmost anchor's centerline
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min (0.5c1, 0.3c2)
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=
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38
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[mm]
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No of tie leg that are effective to resist anchor shear
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nleg
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=
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No of tie layer that are effective to resist anchor shear
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nlay
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=
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Hor. tie rebar size No.
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=
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12.7
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[mm]
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single rebar area As
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=
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129.0
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[mm2]
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For anchor reinft shear breakout strength calc
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Rebar yield strength - ver. rebar
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fy-v
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=
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[MPa]
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Rebar yield strength - hor. rebar
|
fy-h
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=
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[MPa]
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Total no of anchor bolt |
n |
= |
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No of anchor bolt carrying tension
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nt
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=
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No of anchor bolt carrying shear
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ns
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=
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For side-face blowout check use
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No of anchor bolt along width edge
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nbw
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=
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Anchor bolt head type
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Anchor effective cross section area
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Ase
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=
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391
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[mm2]
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Anchor bolt head bearing area
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Abrg
|
=
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[mm2]
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Anchor bolt 1/8" (3mm) corrosion allowance
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=
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CSA A23.3-14
|
Provide built-up grout pad ?
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=
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D.7.1.3
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Seismic design IEFaSa(0.2) ≥0.35
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=
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D.4.3.3
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Anchor bolt load E <= 0.2U
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Tensile
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=
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Shear
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=
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D.4.3.5.1 & D.4.3.6.1
|
Anchor bolt satisfies opion
|
Tensile
|
=
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Shear
|
=
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D.4.3.5.3 & D.4.3.6.3
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Strength resistance factors |
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CSA A23.3-14
|
Concrete |
fc
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=
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0.65
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8.4.2 |
Steel anchor and reinforcing bar |
fs
|
=
|
0.85
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Rar |
= |
0.85 |
|
8.4.3 a) D.6.2.9 D.7.2.9 |
Anchor rod - ductile steel
|
Rt,s
|
=
|
0.80 |
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Rv,s
|
=
|
0.75
|
|
D.5.3 a)
|
Concrete - condition A
|
Rt,c
|
=
|
1.15
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Rv,c
|
=
|
1.15 |
|
D.5.3 c)
|
|
CONCLUSION
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Anchor Rod Embedment, Spacing and Edge Distance
|
|
|
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OK
|
CSA A23.3-14
|
Min Rquired Anchor Reinft. Development Length
|
ratio
|
=
|
0.86
|
OK
|
12.5.1
|
Overall
|
ratio
|
=
|
0.89
|
OK
|
|
Tension
|
|
|
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Anchor Rod Tensile Resistance
|
ratio
|
=
|
0.34
|
OK
|
|
Anchor Reinft Tensile Breakout Resistance
|
ratio
|
=
|
0.16
|
OK
|
|
Anchor Pullout Resistance
|
ratio
|
=
|
0.27
|
OK
|
|
Side Blowout Resistance
|
ratio
|
=
|
0.27
|
OK
|
|
Shear
|
|
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Anchor Rod Shear Resistance
|
ratio
|
=
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0.58
|
OK
|
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Anchor Reinft Shear Breakout Resistance
|
|
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|
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|
Strut Bearing Strength
|
ratio
|
=
|
0.46
|
OK
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Tie Reinforcement
|
ratio
|
=
|
0.72
|
OK
|
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Conc. Pryout Not Govern When hef >= 12da
|
|
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|
OK
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Tension Shear Interaction
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|
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Tension Shear Interaction
|
ratio
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=
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0.89
|
OK
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Seismic Design
|
|
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|
CSA A23.3-14
|
Tension
|
Applicable
|
|
|
|
OK
|
D.4.3.5
|
Seismic IEFaSa(0.2)>=0.35 and E>0.2U , Option D is selected to satisfy additional seismic requirements as per D.4.3.5.3
|
|
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Shear
|
Applicable
|
|
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OK
|
D.4.3.6
|
Seismic IEFaSa(0.2)>=0.35 and E>0.2U , Option C is selected to satisfy additional seismic requirements as per D.4.3.6.3
|
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Assumptions
|
CSA A23.3-14
|
1. Concrete is cracked
|
D.6.2.6, D.6.3.6, D.7.2.7
|
2. Condition A - supplementary reinforcement is provided
|
D.5.3 c)
|
3. Anchors shall be designed for factored load combinations specified in CSA A23.3-14 clause 8
|
D.4.2
|
4. Anchor reinft strength is used to replace concrete tension / shear breakout strength
as per
|
D.6.2.9 & D.7.2.9
|
CSA A23.3-14 Annex D
clause D.6.2.9 and D.7.2.9
|
|
5. For tie reinft, only the top most 2 or 3 layers of ties (50mm from TOC and
2x75mm after) are
effective
|
|
6. Strut-and-Tie model is used to anlyze the shear transfer and to design the required
tie reinft
|
|
7. For anchor group subject to moment, the anchor tensile load is designed using elastic analysis |
D.4.1.1 |
and there is no redistribution of the forces between highly stressed and less stressed anchors |
|
8. For anchor tensile force calc in anchor group subject to moment, assume the compression |
|
resultant is at the outside edge of the compression flange and base plate exhibits rigid-body
|
|
rotation. This simplified approach yields conservative output |
|
9. Anchor reinft used in structures where Rd>2.5 shall meet requirements
specified in D.4.3.8
|
D.4.3.8
|
10. Anchor bolt washer shall be tack welded to base plate for all anchor bolts to transfer shear
|
AISC Design Guide 1
|
|
Section 3.5.3
|
|
CACULATION
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Anchor Tensile Force |
|
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|
Single bolt tensile force |
T1 |
= |
|
[kN] |
No of bolt for T1 nT1 |
= |
2.0
|
|
|
Sum of bolt tensile force |
Nu |
= |
S ni Ti |
|
|
= |
73.3
|
[kN] |
|
|
|
|
|
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|
Anchor Rod Tensile Resistance
|
|
|
|
|
|
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|
CSA A23.3-14
|
|
Nsar
|
=
|
fs Ase futa
Rt,s |
=
|
106.3
|
[kN]
|
D.6.1.2 Eq D.2
|
|
ratio
|
=
|
0.34
|
>
|
T1 |
OK
|
|
|
|
|
|
|
|
|
|
Anchor Reinft Tensile Breakout Resistance
|
|
|
|
CSA A23.3-14
|
Min required full yield tension ldh
|
ldh
|
=
|
180 degree hook case
|
=
|
|
[mm]
|
12.5.2, 12.5.3 b)
|
Actual development lenngth
|
la
|
=
|
hef - c (50mm)
- dar x tan35
|
=
|
|
[mm]
|
|
|
|
|
|
>
|
203
|
OK
|
12.5.1
|
|
|
|
|
|
|
|
|
CSA A23.3-14
|
Anchor reinft breakout resistance
|
Nnr
|
=
|
fsx fy-vx nv Asx Rarx (la / ld , if la < ld)
|
=
|
465.3
|
[kN]
|
D.4.3.5.5, D.6.2.9, 12.2.5
|
|
ratio
|
=
|
0.16
|
>
|
Nu
|
OK
|
|
|
|
|
|
|
|
|
|
Anchor Pullout Resistance
|
|
|
|
|
|
|
CSA A23.3-14
|
Single bolt pullout resistance
|
Npr
|
=
|
8 Abrg fc fc'
Rt,c |
=
|
180.3
|
[kN]
|
D.6.3.4 Eq D.16 |
|
Ncpr
|
=
|
Ψc,p Npr
|
=
|
180.3
|
[kN]
|
D.6.3.1 Eq D.15 |
|
Ψc,p
|
=
|
1 for cracked conc
|
|
|
|
D.6.3.6
|
|
Rt,c
|
=
|
1.00
|
pullout strength is always Condition B
|
D.5.3 c)
|
Seismic design strength reduction
|
|
=
|
x 0.75 applicable
|
=
|
135.2
|
[kN]
|
D.4.3.5.4
|
|
ratio
|
=
|
0.27
|
>
|
T1
|
OK
|
|
|
|
|
|
|
|
|
|
Side Blowout Resistance
|
|
|
|
|
|
|
|
Failure Along Pedestal Width Edge
|
|
|
|
|
|
|
CSA A23.3-14
|
Tensile load carried by anchors close to edge which may cause side-face blowout
|
|
|
|
|
along pedestal width edge
|
Nbuw
|
=
|
nT1 x T1
|
=
|
73.3
|
[kN]
|
|
|
c
|
=
|
min ( c1 , c3 )
|
=
|
125
|
[mm]
|
|
|
s
|
=
|
s2
|
=
|
406
|
[mm]
|
|
Check if side blowout applicable
|
hef
|
=
|
355
|
[mm]
|
|
|
|
|
|
|
|
>
|
2.5c
|
side bowout is applicable
| D.6.4.1
|
|
|
|
|
|
|
|
|
Group side blowout resistance
|
Nsbgr
|
=
|
|
=
|
267.5
|
[kN]
|
|
|
|
|
|
|
|
|
|
Govern Tensile Resistance
|
Nr
|
=
|
min ( nt Nsar,
Nnr, nt Ncpr,
Nsbgr )
|
=
|
212.6
|
[kN]
|
|
|
|
|
|
|
|
|
|
Anchor Rod Shear Resistance
|
|
|
|
|
|
|
CSA A23.3-14
|
|
Vsar
|
=
|
fs ns 0.6 Ase futa
Rv,s
|
=
|
239.2
|
[kN]
|
D.7.1.2 b) Eq D.31 |
Reduction due to built-up grout pad
|
|
=
|
x 0.8 , applicable
|
=
|
191.4
|
[kN]
|
D.7.1.3
|
|
ratio
|
=
|
0.58
|
>
|
Vu
|
OK
|
|
|
|
|
|
|
|
|
|
Anchor Reinft Shear Breakout Resistance
|
|
|
|
ACI 318M-11
|
Strut-and-Tie model is used to anlyze the shear transfer and to design the required
tie reinft
|
|
STM strength reduction factor
|
fst
|
=
|
0.75
|
|
|
|
9.3.2.6
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Strut-and-Tie model geometry
|
dv
|
=
|
55
|
[mm]
|
dh
|
=
|
55
|
[mm]
|
|
|
θ
|
=
|
45
|
|
dt
|
=
|
78
|
[mm]
|
|
Strut compression force
|
Cs
|
=
|
0.5 Vu / sinθ
|
=
|
78.6
|
[kN]
|
|
|
|
|
|
|
|
|
|
Strut Bearing Strength
|
|
|
|
|
|
|
ACI 318M-11
|
Strut compressive strength
|
fce
|
=
|
0.85 f'c
|
=
|
30.4
|
[MPa]
|
A.3.2 (A-3)
|
|
|
|
|
|
|
|
|
* Bearing of anchor bolt
|
|
|
|
|
|
|
CSA A23.3-14 |
Anchor bearing length
|
le
|
=
|
min( 8da , hef )
|
=
|
203
|
[mm]
|
D.7.2.2 a)
|
Anchor bearing area
|
Abrg
|
=
|
le x da
|
=
|
5161
|
[mm2]
|
|
Anchor bearing resistance
|
Cr
|
=
|
ns x fst x fce x Abrg
|
=
|
471.2
|
[kN]
|
|
|
|
|
|
>
|
Vu
|
OK
|
|
* Bearing of ver reinft bar
|
|
|
|
|
|
|
|
Ver bar bearing area
|
Abrg
|
=
|
(le +1.5 x dt - da/2 -db/2) x db
|
=
|
7480
|
[mm2]
|
|
Ver bar bearing resistance
|
Cr
|
=
|
fst x fce x Abrg
|
=
|
170.7
|
[kN]
|
|
|
ratio
|
=
|
0.46
|
>
|
Cs
|
OK
|
|
|
|
|
|
|
|
|
|
Tie Reinforcement
|
|
|
|
|
|
|
|
* For tie reinft, only the top most 2 or 3 layers of ties (50mm from TOC and
2x75mm after) are effective
|
* For enclosed tie, at hook location the tie cannot develop full yield strength
fy . Use the pullout resistance in
|
tension of a single hooked bolt as per CSA A23.3-14 Eq D.17
as the max force can be developed at hook Th
|
* Assume 100% of hor. tie bars can develop full yield strength
|
|
Total number of hor tie bar
|
n
|
=
|
nleg (leg) x nlay (layer)
|
=
|
4
|
|
|
|
|
|
|
|
|
|
CSA A23.3-14
|
Pull out resistance at hook
|
Th
|
=
|
fc 0.9 fc' eh
da
Rt,c |
=
|
15.2
|
[kN]
|
D.6.3.5 Eq D.17
|
|
eh
|
=
|
4.5 db
|
=
|
57
|
[mm]
|
|
|
|
|
|
|
|
|
|
Single tie bar tension resistance
|
Tr
|
=
|
fs x fy-h x As x Rar |
=
|
38.6
|
[kN]
|
D.7.2.9 Eq D.43 |
|
|
|
|
|
|
|
|
Total tie bar tension resistance
|
Vnr
|
=
|
1.0 x n x Tr
|
=
|
154.3
|
[kN]
|
D.4.3.6.4 & D.7.2.9
|
|
ratio
|
=
|
0.72
|
>
|
Vu
|
OK
|
|
|
|
|
|
|
|
|
|
Conc. Pryout Shear Resistance
|
|
|
|
|
|
|
|
The pryout failure is only critical for short and stiff anchors. It is reasonable
to assume that for general
|
cast-in place headed anchors with hef > = 12da , the pryout
failure will not govern
|
|
|
|
|
|
|
|
|
|
12da
|
=
|
305
|
[mm]
|
hef
|
=
|
355
|
[mm]
|
|
|
|
|
|
>
|
12da
|
OK
|
|
|
|
|
|
|
|
|
|
Govern Shear Resistance
|
Vr
|
=
|
min ( Vsar , Vnr )
|
=
|
154.3
|
[kN]
|
|
|
|
|
|
|
|
|
|
Tension Shear Interaction
|
|
|
|
|
|
|
CSA A23.3-14
|
Check if Nu >0.2f Nn and Vu
>0.2f Vn
|
=
|
Yes
|
|
|
|
D.8.2 & D.8.3
|
|
|
|
Nu / f Nn + Vu / f Vn
|
=
|
1.07
|
|
D.8.4 Eq D.46
|
|
ratio
|
=
|
0.89
|
<
|
1.2
|
OK
|
|
|
|
|
|
|
|
|
|
Seismic Design
|
|
|
|
|
|
|
|
Tension
|
|
|
Applicable
|
|
|
OK
|
|
Option D is selected.
|
CSA A23.3-14
|
User has to ensure that the tensile load Nu user input above includes
the seismic load E, with E increased
by multiplying overstrength factor RdRo=1.3 or as
specified in NBCC clause 4.1.8.18 |
D.4.3.5.3 d)
|
|
|
|
|
|
|
|
|
|
|
Seismic IEFaSa(0.2)>=0.35 and E>0.2U , Option D is selected to satisfy additional seismic requirements as per D.4.3.5.3
|
|
|
|
|
|
|
|
|
|
|
Shear
|
|
|
Applicable
|
|
|
OK
|
|
Option C is selected.
|
|
|
|
|
|
|
CSA A23.3-14
|
User has to ensure that the shear load Vu user input above includes the
seismic load E, with E increased
by multiplying overstrength factor RdRo=1.3 or as
specified in NBCC clause 4.1.8.18 |
D.4.3.6.3 c)
|
|
|
|
|
|
|
|
|
Seismic IEFaSa(0.2)>=0.35 and E>0.2U , Option C is selected to satisfy additional seismic requirements as per D.4.3.6.3
|
|
|
|
|
|
|
|
|
|
|
|
|
|