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STUD ANCHOR 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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Warn
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Overall
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ratio
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=
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0.67
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OK
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Seismic Design
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Tension
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=
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OK
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Shear
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=
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OK
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Design Code Reference
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Welded stud 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
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PIP STE05121 Anchor Bolt Design Guide-2006
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PIP STE05121
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Welded Stud Data
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Code Reference
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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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No of bolt along side edge |
nbd |
= |
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PIP STE05121
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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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76
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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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76
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OK
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Max spacing between anchors in tension |
= |
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[mm] |
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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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Error: the conc strength shall be 10~70 MPa
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Welded stud 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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65.0 |
[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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Welded stud diameter
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da
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=
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[in]
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=
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19.1
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[mm] |
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Anchor effective cross section area
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Ase
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=
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285
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[mm2]
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Welded stud head bearing area
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Abrg
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= |
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[mm2]
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PIP STE05121
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Welded stud edge distance c1
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c1
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=
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[mm]
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114
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OK
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Page A -1 Table 1
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Welded stud edge distance c2
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c2
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=
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[mm]
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114
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OK
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Welded stud edge distance c3
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c3
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=
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[mm]
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114
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OK
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Welded stud 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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Welded stud embedment depth
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hef
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=
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[mm]
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CSA A23.3-14
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ci ≥ 1.5hef for at least two edges to avoid reducing of hef when Nu > 0 |
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Warn
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D.6.2.3 |
Welded stud adjusted hef for design |
hef |
= |
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[mm]
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229
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Warn
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D.6.2.3 |
Concrete thickness |
ha
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=
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[mm]
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381
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Warn
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For conc shear breakout check use
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Number of anchor at bolt line 1 |
n1 |
=
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Number of anchor at bolt line 2 |
n2 |
= |
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Total no of welded stud |
n |
= |
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No of welded stud carrying tension
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nt
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=
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No of welded stud carrying shear
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ns
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=
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Supplementary reinforcement |
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CSA A23.3-14
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For tension |
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= |
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Condition A
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D.5.3 c) |
For shear |
Yc,v |
= |
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Condition A
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D.7.2.7 |
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CSA A23.3-14
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Provide built-up grout pad ?
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=
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D.7.1.3
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Concrete cracking |
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= |
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D.6.2.6, D.6.3.6, D.7.2.7 |
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CSA A23.3-14
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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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Welded stud 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
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Welded stud satisfies opion
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Tensile
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=
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Shear
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=
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D.4.3.5.3 & D.4.3.6.3
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Strength reduction factors
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CSA A23.3-14
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Concrete
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fc
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=
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0.65
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8.4.2
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Steel anchor and reinforcing bar |
fs
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=
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0.85
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Rar |
= |
0.85 |
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8.4.3 a) D.6.2.9 D.7.2.9 |
Anchor rod - ductile steel
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Rt,s
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=
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0.80
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Rv,s
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=
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0.75
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D.5.3 a)
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Concrete |
Rt,c
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=
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1.15 Cdn-A
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Rv,c
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=
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1.15 Cdn-A
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D.5.3 c)
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CONCLUSION
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Anchor Rod Embedment, Spacing and Edge Distance
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Warn
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Overall
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ratio
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=
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0.67
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OK
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Tension
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Anchor Rod Tensile Resistance
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ratio
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=
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0.14
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OK
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Concrete Tensile Breakout Resistance |
ratio
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=
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0.41
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OK
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Anchor Pullout Resistance
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ratio
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=
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0.18
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OK
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Side Blowout Resistance
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ratio
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=
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0.00
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NA
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Shear
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Anchor Rod Shear Resistance
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ratio
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=
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0.07
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OK
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Concrete Shear Breakout Resistance - Perpendicular To Edge |
ratio
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=
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0.40
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OK
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Concrete Shear Breakout Resistance - Parallel To Edge |
ratio
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=
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0.24
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OK
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Concrete Pryout Shear Resistance |
ratio
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= |
0.21
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OK
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Tension Shear Interaction
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Tension Shear Interaction
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ratio
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=
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0.67
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OK
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Seismic Design
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CSA A23.3-14
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Tension
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Applicable
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OK
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D.4.3.5
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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
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Applicable
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OK
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D.4.3.6
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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
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CSA A23.3-14
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1. Concrete is cracked
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D.6.2.6, D.6.3.6, D.7.2.7
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2. Condition A - supplementary reinforcement provided
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D.5.3 c)
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3. Anchors shall be designed for factored load combinations specified in CSA A23.3-14 clause 8
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D.4.2
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4. Shear load acts through center of bolt group Yec,V =1.0 |
D.7.2.5 |
5. 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 |
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6. For anchor tensile force calc in anchor group subject to moment, assume the compression |
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resultant is at the outside edge of the compression flange and base plate exhibits rigid-body
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rotation. This simplified approach yields conservative output |
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CACULATION
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Anchor Tensile Force |
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Single bolt tensile force |
T1 |
= |
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[kN] |
No of bolt for T1 nT1 |
= |
2.0
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Sum of bolt tensile force |
Nu |
= |
S ni Ti |
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= |
25.0
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[kN] |
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Tensile bolts outer distance stb |
stb |
= |
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[mm] |
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Eccentricity e'N -- distance between resultant of tensile load and centroid of anchors |
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loaded in tension |
e'N |
= |
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[mm] |
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Eccentricity modification factor |
Ψec,N |
= |
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= |
1.00
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Anchor Rod Tensile Resistance
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CSA A23.3-14
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Nsar
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=
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fs Ase futa
Rt,s |
=
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86.9
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[kN]
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D.6.1.2 Eq D.2
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ratio
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=
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0.14
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>
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T1
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OK
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Concrete Tensile Breakout Resistance |
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CSA A23.3-14
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Nbr
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=
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10fc√fc hef1.5Rtc
hef<275 or hef>625
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=
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70.4
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[kN]
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D.6.2.2 Eq D.6
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3.9 fc √fc hef(5/3)Rtc
275≤ hef ≤625
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D.6.2.2 Eq D.7
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Projected conc failure area |
1.5 hef |
= |
|
= |
203
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[mm] |
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ANC |
= |
[stb+min(c1,1.5hef)+min(c3,1.5hef)]x |
= |
2.2E+05
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[mm2] |
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[s2+min(c2,1.5hef)+min(c4,1.5hef)] |
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ANCO |
= |
9 hef2 |
= |
1.6E+05
|
[mm2] |
D.6.2.1 Eq D.5 |
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ANC |
= |
min ( ANC, nt ANCO ) |
= |
2.2E+05
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[mm2] |
D.6.2.1 |
Min edge distance |
cmin |
= |
min( c1, c2, c3, c4 ) |
= |
125
|
[mm] |
|
Eccentricity effects |
Ψec,N |
= |
|
= |
1.00
|
|
D.6.2.4 |
Edge effects |
Ψed,N |
= |
min[ (0.7+0.3cmin/1.5hef), 1.0 ] |
= |
0.88
|
|
D.6.2.5 |
Concrete cracking |
Ψc,N |
= |
1 for cracked concrete
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D.6.2.6 |
Concrete splitting |
Ψcp,N |
= |
1.00 for cast-in anchor |
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D.6.2.7 |
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Concrete breakout resistance |
Ncbgr |
= |
ANC |
Ψec,N Ψed,N Ψc,N Ψcp,N Nbr |
ANCO |
|
= |
81.3
|
[kN]
|
D.6.2.1 Eq D.4 |
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Seismic design strength reduction |
|
= |
x 0.75 applicable
|
= |
61.0
|
[kN]
|
D.4.3.5.4 |
|
ratio
|
=
|
0.41
|
>
|
Nu
|
OK
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Anchor Pullout Resistance
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CSA A23.3-14
|
Single bolt pullout resistance
|
Npr
|
=
|
8 Abrg fc fc'
Rt,c |
=
|
94.3
|
[kN]
|
D.6.3.4 Eq D.16 |
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Ncpr
|
=
|
Ψc,p Npr
|
=
|
94.3
|
[kN]
|
D.6.3.1 Eq D.15 |
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Ψc,p
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=
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1.00 for cracked concrete
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|
D.6.3.6
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Rt,c
|
=
|
1.00
|
pullout strength is always Condition B
|
D.5.3 c)
|
Seismic design strength reduction
|
|
=
|
x 0.75 applicable
|
=
|
70.7
|
[kN]
|
D.4.3.5.4
|
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ratio
|
=
|
0.18
|
>
|
T1
|
OK
|
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Side Blowout Resistance
|
|
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Failure Along Pedestal Width Edge
|
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|
CSA A23.3-14
|
Tensile load carried by anchors close to edge which may cause side-face blowout
|
|
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along pedestal width edge
|
Nbuw
|
= |
nT1 T1 |
=
|
25.0
|
[kN]
|
|
|
c
|
=
|
min ( c1 , c3 )
|
=
|
125
|
[mm]
|
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|
s
|
=
|
s2
|
=
|
406
|
[mm]
|
|
Check if side blowout applicable
|
hef
|
=
|
305
|
[mm]
|
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<
|
2.5c
|
side bowout is NOT applicable
| D.6.4.1
|
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Group side blowout resistance
|
Nsbgr
|
=
|
|
=
|
0.0
|
[kN]
|
|
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|
|
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|
Govern Tensile Resistance
|
Nr
|
=
|
min(nt Nsar , Ncbgr , nt Ncpr ,
Nsbgr)
|
=
|
61.0
|
[kN]
|
|
|
|
|
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|
Anchor Rod Shear Resistance
|
|
|
|
|
|
|
CSA A23.3-14
|
|
Vsar
|
=
|
fs ns Ase futa
Rv,s |
=
|
325.9
|
[kN]
|
D.7.1.2 a) Eq D.30 |
Reduction due to built-up grout pad
|
|
=
|
x 1.0 , not applicable
|
=
|
325.9
|
[kN]
|
D.7.1.3
|
|
ratio
|
=
|
0.07
|
>
|
Vu
|
OK
|
|
|
|
|
|
|
|
|
|
Conc. Shear Breakout Resistance - Perpendicular To Edge |
|
|
|
ACI 318M-11 |
Only Case 2 needs to be considered when anchors are rigidly connected to the attachment |
Fig. RD.7.2.1(b) notes |
This applies to welded stud case so only Mode 2 is considered for shear checking |
in Case 2 |
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|
Mode 2 Failure cone at back anchors |
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|
Bolt edge distance |
ca1 |
= |
c1 + s1 |
= |
531
|
[mm] |
CSA A23.3-14
|
Limiting ca1 when anchors are influenced by 3 or more edges |
= |
Yes
|
|
D.7.2.4 |
Bolt edge distance - adjusted |
ca1 |
= |
ca1 needs to be adjusted
|
= |
253
|
[mm] |
D.7.2.4 |
|
c2 |
= |
|
= |
125
|
[mm] |
|
|
1.5ca1 |
= |
|
= |
380
|
[mm] |
CSA A23.3-14
|
|
Avc |
= |
[min(c2,1.5ca1)+ s2 + min(c4,1.5ca1)]x |
= |
2.5E+05
|
[mm2] |
D.7.2.1 |
|
|
|
min(1.5ca1, ha) |
|
|
|
CSA A23.3-14
|
|
Avco |
= |
4.5ca12 |
= |
2.9E+05
|
[mm2] |
D.7.2.1 Eq D.34 |
|
Avc |
= |
min ( Avc, n2 Avco ) |
= |
2.5E+05
|
[mm2] |
D.7.2.1 |
|
le |
= |
min( 8da , hef ) |
= |
152
|
[mm] |
D.7.2.2 a) |
|
Vb1 |
= |
|
= |
78.7
|
[kN] |
D.7.2.3 Eq D.37 |
|
Vb2 |
= |
|
= |
67.6
|
[kN] |
D.7.2.2 b) Eq D.36 |
|
Vb |
= |
min( Vb1 , Vb2 ) |
= |
67.6
|
[kN] |
D.7.2.2 a) |
Eccentricity effects |
Ψec,v |
= |
1.0 shear acts through center of group |
|
|
|
D.7.2.5 |
Edge effects |
Ψed,v |
= |
min[ (0.7+0.3c2/1.5ca1), 1.0 ] |
= |
0.80
|
|
D.7.2.6 |
Concrete cracking |
Ψc,v |
= |
concrete is cracked
|
= |
1.20
|
|
D.7.2.7 |
Member thickness |
Ψh,v |
= |
max[ (sqrt(1.5ca1 / ha) , 1.0 ] |
= |
1.00
|
|
D.7.2.8 |
|
|
|
|
|
|
|
CSA A23.3-14
|
Conc shear breakout resistance |
Vcbgr |
= |
Avc |
Ψec,v Ψed,v Ψc,v Ψh,v Vb |
Avco |
|
= |
55.9
|
[kN] |
D.7.2.1 Eq D.33 |
|
ratio |
= |
0.40
|
>
|
Vu |
OK
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Conc. Shear Breakout Resistance - Parallel To Edge |
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ACI 318M-11 |
Only Case 2 needs to be considered when anchors are rigidly connected to the attachment |
Fig. RD.7.2.1(b) notes |
This applies to welded stud case so only Mode 2 is considered for shear checking |
in Case 2 |
|
|
Mode 2 Shear taken evenly by back welded studs, strength check against 0.5 x Vu |
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Bolt edge distance |
ca1 |
= |
min(c2 , c4) |
= |
125
|
[mm] |
CSA A23.3-14
|
Limiting ca1 when anchors are influenced by 3 or more edges |
= |
No
|
|
D.7.2.4 |
Bolt edge distance - adjusted |
ca1 |
= |
ca1 needs NOT to be adjusted
|
= |
125
|
[mm] |
D.7.2.4 |
|
1.5ca1 |
= |
|
= |
188
|
[mm] |
CSA A23.3-14
|
|
Avc |
= |
[min(s1+c1,1.5ca1) +min(c3,1.5ca1)]x |
= |
5.9E+04
|
[mm2] |
D.7.2.1 |
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|
min(1.5ca1, ha) |
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|
CSA A23.3-14
|
|
Avco |
= |
4.5ca12 |
= |
7.0E+04
|
[mm2] |
D.7.2.1 Eq D.34 |
|
Avc |
= |
min ( Avc, nbd Avco ) |
= |
5.9E+04
|
[mm2] |
D.7.2.1 |
|
le |
= |
min( 8da , hef ) |
= |
152
|
[mm] |
D.7.2.2 a) |
|
Vb1 |
= |
|
= |
27.3
|
[kN] |
D.7.2.3 Eq D.37 |
|
Vb2 |
= |
|
= |
23.4
|
[kN] |
D.7.2.2 b) Eq D.36 |
|
Vb |
= |
min( Vb1 , Vb2 ) |
= |
23.4
|
[kN] |
D.7.2.2 a) |
Eccentricity effects |
Ψec,v |
= |
1.0 shear acts through center of group |
|
|
|
D.7.2.5 |
Edge effects |
Ψed,v |
= |
|
= |
1.00 |
|
D.7.2.1 c) |
Concrete cracking |
Ψc,v |
= |
concrete is cracked
|
= |
1.20
|
|
D.7.2.7 |
Member thickness |
Ψh,v |
= |
max[ (sqrt(1.5ca1 / ha) , 1.0 ] |
= |
1.00
|
|
D.7.2.8 |
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|
CSA A23.3-14
|
Conc shear breakout resistance |
Vcbgr-p |
= |
2x |
Avc |
Ψec,v Ψed,v Ψc,v Ψh,v Vb |
Avco |
|
= |
93.8
|
[kN] |
D.7.2.1 Eq D.33 |
|
|
|
x 2 side |
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|
|
D.7.2.1 c) |
|
ratio |
= |
0.24
|
>
|
Vu |
OK
|
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Conc. Pryout Shear Resistance
|
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|
CSA A23.3-14
|
|
kcp |
= |
2.0
|
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|
D.7.3 |
Factored shear pryout resistance |
Vcpgr |
= |
kcp Ncbgr |
= |
141.4
|
[kN] |
D.7.3 Eq D.45 |
|
Rv,c
|
= |
1.00 pryout strength is always Condition B |
|
D.5.3 c) |
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Seismic design strength reduction
|
|
=
|
x 0.75 applicable
|
=
|
106.1
|
[kN]
|
D.4.3.5.4
|
|
ratio
|
=
|
0.21
|
>
|
Vu |
OK
|
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|
|
Govern Shear Resistance
|
Vr
|
=
|
min ( Vsar , Vcbgr , Vcbgr-p , Vcpgr ) |
=
|
55.9
|
[kN]
|
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Tension Shear Interaction
|
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|
CSA A23.3-14
|
Check if Nu >0.2f Nn and Vu
>0.2f Vn
|
=
|
Yes
|
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|
D.8.2 & D.8.3
|
|
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|
Nu / f Nn + Vu / f Vn
|
=
|
0.81
|
|
D.8.4 Eq D.46
|
|
ratio
|
=
|
0.67
|
<
|
1.2
|
OK
|
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Seismic Design
|
|
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Tension
|
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|
Applicable
|
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|
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)
|
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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
|
|
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Applicable
|
|
|
OK
|
|
Option C is selected.
|
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|
|
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)
|
|
|
|
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|
|
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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