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ANCHOR BOLT DESIGN |
Combined Tension and Shear
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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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0.84
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OK
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| Seismic Design
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Tension
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=
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NG
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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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| Anchor bolt design based on
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Code Abbreviation
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| ACI 318M-14 Metric Building Code Requirements for Structural Concrete and Commentary |
ACI 318M-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 tensile force
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Nu
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=
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[kN]
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| Factored shear force
|
Vu
|
=
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|
[kN]
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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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| 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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ACI 318M-14
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Anchor is ductile steel element
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2.3 & 17.3.3 (a)
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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 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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| Anchor bolt edge distance c2
|
c2
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=
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[mm]
|
114
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|
OK
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| Anchor bolt edge distance c3
|
c3
|
=
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[mm]
|
114
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OK
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| Anchor bolt edge distance c4
|
c4
|
=
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[mm]
|
114
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OK
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| |
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| Anchor bolt embedment depth
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hef
|
=
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[mm]
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ACI 318M-14
|
| ci ≥ 1.5hef for at least two edges to avoid reducing of hef when Nu > 0 |
|
OK
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|
17.4.2.3 |
| Anchor bolt adjusted hef for design |
hef |
= |
|
[mm]
|
305
|
|
OK
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|
17.4.2.3 |
| Concrete thickness |
ha
|
=
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[mm]
|
381
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Warn
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| |
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PIP STE05121
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| Outermost bolt line spacing s1
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s1
|
=
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[mm]
|
102
|
|
OK
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|
Page A -1 Table 1
|
| Outermost bolt line spacing s2
|
s2
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=
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[mm]
|
102
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OK
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| |
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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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| For conc 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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| No of anchor bolt along depth edge
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nbd
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=
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| |
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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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| Oversized holes in base plate ? |
|
= |
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| Anchor bolt head type
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| Anchor effective cross section area
|
Ase
|
=
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391
|
[mm2]
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| Anchor bolt head bearing area
|
Abrg
|
=
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[mm2]
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| Anchor bolt 1/8" (3mm) corrosion allowance
|
=
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ACI 318M-14
|
| Supplementary reinforcement |
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| For tension |
|
= |
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Condition A
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17.3.3 (c) |
| For shear |
Yc,v |
= |
|
Condition A
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17.5.2.7 |
| |
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ACI 318M-14
|
| Provide built-up grout pad ?
|
|
=
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|
17.5.1.3
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| Concrete cracking |
|
= |
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|
17.4.2.6, 17.4.3.6, 17.5.2.7 |
| |
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ACI 318M-14
|
| Seismic design category SDC >= C
|
|
=
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17.2.3.1
|
| Anchor bolt load E <= 0.2U
|
Tensile
|
=
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Shear
|
=
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|
17.2.3.4.1 & 17.2.3.5.1
|
| Anchor bolt satisfies opion
|
Tensile
|
=
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Shear
|
=
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|
17.2.3.4.3 & 17.2.3.5.3
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| Strength reduction factors
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ACI 318M-14
|
| Anchor reinforcement
|
fs
|
=
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0.75
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17.4.2.9 & 17.5.2.9
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| Anchor rod - ductile steel
|
ft,s
|
=
|
0.75
|
|
fv,s
|
=
|
0.65
|
|
17.3.3 (a)
|
| Concrete |
ft,c
|
=
|
0.75 Cdn-A
|
fv,c
|
=
|
0.75 Cdn-A
|
17.3.3 (c)
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CONCLUSION
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| Anchor Rod Embedment, Spacing and Edge Distance
|
|
|
|
Warn
|
|
|
Overall
|
ratio
|
=
|
0.84
|
OK
|
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|
Tension
|
|
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| Anchor Rod Tensile Resistance
|
ratio
|
=
|
0.14
|
OK
|
|
| Concrete Tensile Breakout Resistance |
ratio
|
=
|
0.35
|
OK
|
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| Anchor Pullout Resistance
|
ratio
|
=
|
0.11
|
OK
|
|
| Side Blowout Resistance
|
ratio
|
=
|
0.00
|
NA
|
|
|
Shear
|
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|
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| Anchor Rod Shear Resistance
|
ratio
|
=
|
0.34
|
OK
|
|
| Concrete Shear Breakout Resistance - Perpendicular To Edge |
ratio
|
=
|
0.65
|
OK
|
|
| Concrete Shear Breakout Resistance - Parallel To Edge |
ratio
|
=
|
0.17
|
OK
|
|
| Concrete Pryout Shear Resistance |
ratio
|
= |
0.19
|
OK
|
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|
Tension Shear Interaction
|
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| Tension Shear Interaction
|
ratio
|
=
|
0.84
|
OK
|
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Seismic Design
|
|
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|
ACI 318M-14
|
|
Tension
|
Applicable
|
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|
NG
|
17.2.3.4
|
|
Option A is NOT satisfied
|
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|
Seismic SDC>=C and E>0.2U , Option A is selected to satisfy additional seismic requirements as per 17.2.3.4.3
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Shear
|
Applicable
|
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|
OK
|
17.2.3.5
|
|
Seismic SDC>=C and E>0.2U , Option C is selected to satisfy additional seismic requirements as per 17.2.3.5.3
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|
Assumptions
|
ACI 318M-14
|
|
1. Concrete is cracked
|
17.4.2.6, 17.4.3.6, 17.5.2.7
|
|
2. Condition A - supplementary reinforcement provided
|
17.3.3 (c)
|
| 3. Load combinations shall be per ACI 318M-14 5.3.1
|
17.3.3
|
| 4. Tensile load acts through center of bolt group Yec,N =1.0 |
17.4.2.4 |
| 5. Shear load acts through center of bolt group Yec,V =1.0 |
17.5.2.5 |
|
6. 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
|
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CACULATION
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Anchor Rod Tensile Resistance
|
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|
ACI 318M-14
|
|
|
f t,s Nsa
|
=
|
f t,s nt Ase futa
|
=
|
469.1
|
[kN]
|
17.4.1.2 Eq 17.4.1.2
|
|
|
ratio
|
=
|
0.14
|
>
|
Nu
|
OK
|
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|
Concrete Tensile Breakout Resistance |
|
|
|
ACI 318M-14
|
| |
Nb |
= |
10 l
√fc hef1.5 if hef <280 or hef>635
|
= |
322.5
|
[kN]
|
17.4.2.2 Eq 17.4.2.2a |
| |
|
|
3.9 l √fc hef(5/3) if 280≤ hef ≤635 |
|
|
|
17.4.2.2 Eq 17.4.2.2b |
| Projected conc failure area |
1.5 hef |
= |
|
= |
458
|
[mm] |
|
| |
ANC |
= |
[s1+min(c1,1.5hef)+min(c3,1.5hef)]x |
= |
9.3E+05
|
[mm2] |
|
| |
|
|
[s2+min(c2,1.5hef)+min(c4,1.5hef)] |
|
|
|
|
| |
ANCO |
= |
9 hef2 |
= |
8.4E+05
|
[mm2] |
17.4.2.1 Eq 17.4.2.1c |
| |
ANC |
= |
min ( ANC, nt ANCO ) |
= |
9.3E+05
|
[mm2] |
17.4.2.1 |
| Min edge distance |
cmin |
= |
min( c1, c2, c3, c4 ) |
= |
380
|
[mm] |
|
| Eccentricity effects |
Ψec,N |
= |
1.0 for no eccentric load |
|
|
|
17.4.2.4 |
| Edge effects |
Ψed,N |
= |
min[ (0.7+0.3cmin/1.5hef), 1.0 ] |
= |
0.95
|
|
17.4.2.5 |
| Concrete cracking |
Ψc,N |
= |
1 for cracked concrete
|
|
|
|
17.4.2.6 |
| Concrete splitting |
Ψcp,N |
= |
1.00 for cast-in anchor |
|
|
|
17.4.2.7 |
| |
|
|
|
|
|
|
|
| Concrete breakout resistance |
ftcNcbg |
= |
|
ftc |
ANC |
Ψec,N Ψed,N Ψc,N Ψcp,N Nb |
| ANCO |
|
= |
254.0
|
[kN]
|
17.4.2.1 Eq 17.4.2.1b
|
| |
|
|
|
|
|
|
|
| Seismic design strength reduction |
|
= |
x 0.75 applicable
|
= |
190.5
|
[kN]
|
17.2.3.4.4 |
|
|
ratio
|
=
|
0.35
|
>
|
Nu
|
OK
|
|
|
|
|
|
|
|
|
|
|
|
Anchor Pullout Resistance
|
|
|
|
|
|
|
ACI 318M-14
|
| Single bolt pullout resistance
|
N p
|
=
|
8 Abrg fc'
|
=
|
277.3
|
[kN]
|
17.4.3.4 Eq 17.4.3.4
|
|
|
ft,c Npn
|
=
|
f t,c nt Ψc,p Np
|
=
|
776.6
|
[kN]
|
17.4.3.1 Eq 17.4.3.1
|
|
|
Ψc,p
|
=
|
1.00 for cracked concrete
|
|
|
|
17.4.3.6
|
|
|
f t,c
|
=
|
0.70
|
pullout strength is always Condition B
|
17.3.3(c)
|
| Seismic design strength reduction
|
|
=
|
x 0.75 applicable
|
=
|
582.4
|
[kN]
|
17.2.3.4.4
|
|
|
ratio
|
=
|
0.11
|
>
|
Nu
|
OK
|
|
|
|
|
|
|
|
|
|
|
|
Side Blowout Resistance
|
|
|
|
|
|
|
|
| Failure Along Pedestal Width Edge
|
|
|
|
|
|
|
ACI 318M-14
|
| Tensile load carried by anchors close to edge which may cause side-face blowout
|
|
|
|
|
| along pedestal width edge
|
Nbuw
|
=
|
Nu x nbw / nt
|
=
|
33.4
|
[kN]
|
R17.4.4.2
|
|
|
c
|
=
|
min ( c1 , c3 )
|
=
|
380
|
[mm]
|
|
|
|
s
|
=
|
s2
|
=
|
125
|
[mm]
|
|
| Check if side blowout applicable
|
hef
|
=
|
305
|
[mm]
|
|
|
|
|
|
|
|
|
<
|
2.5c
|
side bowout is NOT applicable
| 17.4.4.1
|
|
|
|
|
|
|
|
|
|
| Failure Along Pedestal Depth Edge
|
|
|
|
|
|
|
ACI 318M-14
|
| Tensile load carried by anchors close to edge which may cause side-face blowout
|
|
|
|
|
| along pedestal depth edge
|
Nbud
|
=
|
Nu x nbd / nt
|
=
|
33.4
|
[kN]
|
R17.4.4.2
|
|
|
c
|
=
|
min ( c2, c4 )
|
=
|
380
|
[mm]
|
|
|
|
s
|
=
|
s1
|
=
|
125
|
[mm]
|
|
| Check if side blowout applicable
|
hef
|
=
|
305
|
[mm]
|
|
|
|
|
|
|
|
|
<
|
2.5c
|
side bowout is NOT applicable
| 17.4.4.1
|
|
|
|
|
|
|
|
|
|
| Group side blowout resistance
|
ftc Nsbg
|
=
|
|
=
|
0.0
|
[kN]
|
|
|
|
|
|
|
|
|
|
|
|
Govern Tensile Resistance
|
Nr
|
=
|
min ( f Nsa, f
Ncbg, f Npn, f
Nsbg )
|
=
|
190.5
|
[kN]
|
|
|
|
|
|
|
|
|
|
|
|
Anchor Rod Shear Resistance
|
|
|
|
|
|
|
ACI 318M-14
|
|
|
f v,sVsa
|
=
|
f v,s ns 0.6 Ase futa
|
=
|
243.9
|
[kN]
|
17.5.1.2 (b)
|
| Reduction due to built-up grout pad
|
|
=
|
x 0.8 , applicable
|
=
|
195.1
|
[kN]
|
17.5.1.3
|
|
|
ratio
|
=
|
0.34
|
>
|
Vu
|
OK
|
|
|
|
|
|
|
|
|
|
|
|
Conc. Shear Breakout Resistance - Perpendicular To Edge |
|
|
|
|
|
Mode 1 Failure cone at front anchors, strength check against 0.5 x Vu |
|
Mode 3 Failure cone at front anchors, strength check against 1.0 x Vu , applicable when oversized holes are used in base plate |
| |
|
|
|
|
|
|
|
|
|
| |
|
|
|
|
|
|
|
| Bolt edge distance |
c1 |
= |
|
= |
380
|
[mm] |
ACI 318M-14
|
| Limiting ca1 when anchors are influenced by 3 or more edges |
= |
No
|
|
17.5.2.4 |
| Bolt edge distance - adjusted |
c1 |
= |
ca1 needs NOT to be adjusted
|
= |
380
|
[mm] |
17.5.2.4 |
| |
c2 |
= |
|
= |
380
|
[mm] |
|
| |
1.5c1 |
= |
|
= |
570
|
[mm] |
ACI 318M-14
|
| |
Avc |
= |
[min(c2,1.5c1) + s2 + min(c4,1.5c1)]x |
= |
4.1E+05
|
[mm2] |
17.5.2.1 |
| |
|
|
min(1.5c1, ha) |
|
|
|
ACI 318M-14
|
| |
Avco |
= |
4.5c12 |
= |
6.5E+05
|
[mm2] |
17.5.2.1 Eq 17.5.2.1c |
| |
Avc |
= |
min ( Avc, n1 Avco ) |
= |
4.1E+05
|
[mm2] |
17.5.2.1 |
| |
le |
= |
min( 8da , hef ) |
= |
203
|
[mm] |
17.5.2.2 |
| |
Vb1 |
= |
|
= |
203.1
|
[kN] |
17.5.2.2 Eq 17.5.2.2a |
| |
Vb2 |
= |
|
= |
164.0
|
[kN] |
17.5.2.2 Eq 17.5.2.2b |
| |
Vb |
= |
min( Vb1 , Vb2 ) |
= |
164.0
|
[kN] |
17.5.2.2 |
| Eccentricity effects |
Ψec,v |
= |
1.0 shear acts through center of group |
|
|
|
17.5.2.5 |
| Edge effects |
Ψed,v |
= |
min[ (0.7+0.3c2/1.5c1), 1.0 ] |
= |
0.90
|
|
17.5.2.6 |
| Concrete cracking |
Ψc,v |
= |
concrete is cracked
|
= |
1.20
|
|
17.5.2.7 |
| Member thickness |
Ψh,v |
= |
max[ (sqrt(1.5c1 / ha) , 1.0 ] |
= |
1.22
|
|
17.5.2.8 |
| |
|
|
|
|
|
|
ACI 318M-14
|
| Conc shear breakout resistance |
Vcbg |
= |
|
fv,c |
Avc |
Ψec,v Ψed,v Ψc,v Ψh,v Vb |
| Avco |
|
= |
102.3
|
[kN] |
17.5.2.1 Eq 17.5.2.1b |
|
Mode 3 is used for checking
|
Vcbg1 |
= |
1.0 x Vcbg
|
= |
102.3
|
[kN] |
|
| |
|
|
|
|
|
|
|
| Mode 2 Failure cone at back anchors |
|
|
|
|
| |
|
|
|
|
|
|
|
|
|
| |
|
|
|
|
|
|
|
| Bolt edge distance |
ca1 |
= |
c1 + s1 |
= |
505
|
[mm] |
ACI 318M-14
|
| Limiting ca1 when anchors are influenced by 3 or more edges |
= |
Yes
|
|
17.5.2.4 |
| Bolt edge distance - adjusted |
ca1 |
= |
ca1 needs to be adjusted
|
= |
423
|
[mm] |
17.5.2.4 |
| |
c2 |
= |
|
= |
380
|
[mm] |
|
| |
1.5ca1 |
= |
|
= |
635
|
[mm] |
ACI 318M-14
|
| |
Avc |
= |
[min(c2,1.5ca1)+ s2 + min(c4,1.5ca1)]x |
= |
4.3E+05
|
[mm2] |
17.5.2.1 |
| |
|
|
min(1.5ca1, ha) |
|
|
|
ACI 318M-14
|
| |
Avco |
= |
4.5ca12 |
= |
8.1E+05
|
[mm2] |
17.5.2.1 Eq 17.5.2.1c |
| |
Avc |
= |
min ( Avc, n2 Avco ) |
= |
4.3E+05
|
[mm2] |
17.5.2.1 |
| |
le |
= |
min( 8da , hef ) |
= |
203
|
[mm] |
17.5.2.2 |
| |
Vb1 |
= |
|
= |
238.9
|
[kN] |
17.5.2.2 Eq 17.5.2.2a |
| |
Vb2 |
= |
|
= |
192.8
|
[kN] |
17.5.2.2 Eq 17.5.2.2b |
| |
Vb |
= |
min( Vb1 , Vb2 ) |
= |
192.8
|
[kN] |
17.5.2.2 |
| Eccentricity effects |
Ψec,v |
= |
1.0 shear acts through center of group |
|
|
|
17.5.2.5 |
| Edge effects |
Ψed,v |
= |
min[ (0.7+0.3c2/1.5ca1), 1.0 ] |
= |
0.88
|
|
17.5.2.6 |
| Concrete cracking |
Ψc,v |
= |
concrete is cracked
|
= |
1.20
|
|
17.5.2.7 |
| Member thickness |
Ψh,v |
= |
max[ (sqrt(1.5ca1 / ha) , 1.0 ] |
= |
1.29
|
|
17.5.2.8 |
| |
|
|
|
|
|
|
ACI 318M-14
|
| Conc shear breakout resistance |
Vcbg2 |
= |
|
fv,c |
Avc |
Ψec,v Ψed,v Ψc,v Ψh,v Vb |
| Avco |
|
= |
106.0
|
[kN] |
17.5.2.1 Eq 17.5.2.1b |
| |
|
|
|
|
|
|
|
| Min shear breakout resistance |
fv,cVcbg |
= |
min ( Vcbg1 , Vcbg2 ) |
= |
102.3
|
[kN] |
|
| shear perpendicular to edge |
|
|
|
|
|
|
|
| |
ratio |
= |
0.65
|
>
|
Vu |
OK
|
|
| |
|
|
|
|
|
|
|
| Conc. Shear Breakout Resistance - Parallel To Edge |
|
|
|
|
| |
|
|
|
|
|
|
|
|
|
| |
|
|
|
|
|
|
|
| Mode 1 Shear taken evenly by all anchor bolts, strength check against 0.5 x Vu |
|
| |
|
|
|
|
|
|
|
| Bolt edge distance |
ca1 |
= |
min(c2 , c4) |
= |
380
|
[mm] |
ACI 318M-14
|
| Limiting ca1 when anchors are influenced by 3 or more edges |
= |
No
|
|
17.5.2.4 |
| Bolt edge distance - adjusted |
ca1 |
= |
ca1 needs NOT to be adjusted
|
= |
380
|
[mm] |
17.5.2.4 |
| |
1.5ca1 |
= |
|
= |
570
|
[mm] |
ACI 318M-14
|
| |
Avc |
= |
[min(c1,1.5ca1) + s1+ min(c3,1.5ca1)]x |
= |
4.1E+05
|
[mm2] |
17.5.2.1 |
| |
|
|
min(1.5ca1, ha) |
|
|
|
ACI 318M-14
|
| |
Avco |
= |
4.5ca12 |
= |
6.5E+05
|
[mm2] |
17.5.2.1 Eq 17.5.2.1c |
| |
Avc |
= |
min ( Avc, nbd Avco ) |
= |
4.1E+05
|
[mm2] |
17.5.2.1 |
| |
le |
= |
min( 8da , hef ) |
= |
203
|
[mm] |
17.5.2.2 |
| |
Vb1 |
= |
|
= |
203.1
|
[kN] |
17.5.2.2 Eq 17.5.2.2a |
| |
Vb2 |
= |
|
= |
164.0
|
[kN] |
17.5.2.2 Eq 17.5.2.2b |
| |
Vb |
= |
min( Vb1 , Vb2 ) |
= |
164.0
|
[kN] |
17.5.2.2 |
| Eccentricity effects |
Ψec,v |
= |
1.0 shear acts through center of group |
|
|
|
17.5.2.5 |
| Edge effects |
Ψed,v |
= |
|
= |
1.00 |
|
17.5.2.1 (c) |
| Concrete cracking |
Ψc,v |
= |
concrete is cracked
|
= |
1.20
|
|
17.5.2.7 |
| Member thickness |
Ψh,v |
= |
max[ (sqrt(1.5ca1 / ha) , 1.0 ] |
= |
1.22
|
|
17.5.2.8 |
| |
|
|
|
|
|
|
ACI 318M-14
|
| Conc shear breakout resistance |
Vcbg-p1 |
= |
| 2xfv,c |
Avc |
Ψec,v Ψed,v Ψc,v Ψh,v Vb |
| Avco |
|
= |
227.3
|
[kN] |
17.5.2.1 Eq 17.5.2.1b |
| |
|
|
|
|
|
|
17.5.2.1 (c) |
| |
|
|
|
|
|
|
|
| Mode 2 Shear taken evenly by back anchor bolts, strength check against 0.5 x Vu |
|
| |
|
|
|
|
|
|
|
| Bolt edge distance |
ca1 |
= |
min(c2 , c4) |
= |
380
|
[mm] |
ACI 318M-14
|
| Limiting ca1 when anchors are influenced by 3 or more edges |
= |
No
|
|
17.5.2.4 |
| Bolt edge distance - adjusted |
ca1 |
= |
ca1 needs NOT to be adjusted
|
= |
380
|
[mm] |
17.5.2.4 |
| |
1.5ca1 |
= |
|
= |
570
|
[mm] |
ACI 318M-14
|
| |
Avc |
= |
[min(s1+c1,1.5ca1) +min(c3,1.5ca1)]x |
= |
4.1E+05
|
[mm2] |
17.5.2.1 |
| |
|
|
min(1.5ca1, ha) |
|
|
|
ACI 318M-14
|
| |
Avco |
= |
4.5ca12 |
= |
6.5E+05
|
[mm2] |
17.5.2.1 Eq 17.5.2.1c |
| |
Avc |
= |
min ( Avc, nbd Avco ) |
= |
4.1E+05
|
[mm2] |
17.5.2.1 |
| |
le |
= |
min( 8da , hef ) |
= |
203
|
[mm] |
17.5.2.2 |
| |
Vb1 |
= |
|
= |
203.1
|
[kN] |
17.5.2.2 Eq 17.5.2.2a |
| |
Vb2 |
= |
|
= |
164.0
|
[kN] |
17.5.2.2 Eq 17.5.2.2b |
| |
Vb |
= |
min( Vb1 , Vb2 ) |
= |
164.0
|
[kN] |
17.5.2.2 |
| Eccentricity effects |
Ψec,v |
= |
1.0 shear acts through center of group |
|
|
|
17.5.2.5 |
| Edge effects |
Ψed,v |
= |
|
= |
1.00 |
|
17.5.2.1 (c) |
| Concrete cracking |
Ψc,v |
= |
concrete is cracked
|
= |
1.20
|
|
17.5.2.7 |
| Member thickness |
Ψh,v |
= |
max[ (sqrt(1.5ca1 / ha) , 1.0 ] |
= |
1.22
|
|
17.5.2.8 |
| |
|
|
|
|
|
|
ACI 318M-14
|
| Conc shear breakout resistance |
Vcbg-p2 |
= |
| 2xfv,c |
Avc |
Ψec,v Ψed,v Ψc,v Ψh,v Vb |
| Avco |
|
= |
227.3
|
[kN] |
17.5.2.1 Eq 17.5.2.1b |
| |
|
|
|
|
|
|
17.5.2.1 (c) |
| |
|
|
|
|
|
|
|
| Mode 3 Shear taken evenly by front anchor bolts, strength check against 0.5 x Vu |
|
| |
|
|
|
|
|
|
|
| Bolt edge distance |
ca1 |
= |
min(c2 , c4) |
= |
380
|
[mm] |
ACI 318M-14
|
| Limiting ca1 when anchors are influenced by 3 or more edges |
= |
No
|
|
17.5.2.4 |
| Bolt edge distance - adjusted |
ca1 |
= |
ca1 needs NOT to be adjusted
|
= |
380
|
[mm] |
17.5.2.4 |
| |
1.5ca1 |
= |
|
= |
570
|
[mm] |
ACI 318M-14
|
| |
Avc |
= |
[min(c1,1.5ca1) + min(s1+c3,1.5ca1)]x |
= |
3.6E+05
|
[mm2] |
17.5.2.1 |
| |
|
|
min(1.5ca1, ha) |
|
|
|
ACI 318M-14
|
| |
Avco |
= |
4.5ca12 |
= |
6.5E+05
|
[mm2] |
17.5.2.1 Eq 17.5.2.1c |
| |
Avc |
= |
min ( Avc, nbd Avco ) |
= |
3.6E+05
|
[mm2] |
17.5.2.1 |
| |
le |
= |
min( 8da , hef ) |
= |
203
|
[mm] |
17.5.2.2 |
| |
Vb1 |
= |
|
= |
203.1
|
[kN] |
17.5.2.2 Eq 17.5.2.2a |
| |
Vb2 |
= |
|
= |
164.0
|
[kN] |
17.5.2.2 Eq 17.5.2.2b |
| |
Vb |
= |
min( Vb1 , Vb2 ) |
= |
164.0
|
[kN] |
17.5.2.2 |
| Eccentricity effects |
Ψec,v |
= |
1.0 shear acts through center of group |
|
|
|
17.5.2.5 |
| Edge effects |
Ψed,v |
= |
|
= |
1.00 |
|
17.5.2.1 (c) |
| Concrete cracking |
Ψc,v |
= |
concrete is cracked
|
= |
1.20
|
|
17.5.2.7 |
| Member thickness |
Ψh,v |
= |
max[ (sqrt(1.5ca1 / ha) , 1.0 ] |
= |
1.22
|
|
17.5.2.8 |
| |
|
|
|
|
|
|
ACI 318M-14
|
| Conc shear breakout resistance |
Vcbg-p3 |
= |
| 2xfv,c |
Avc |
Ψec,v Ψed,v Ψc,v Ψh,v Vb |
| Avco |
|
= |
200.8
|
[kN] |
17.5.2.1 Eq 17.5.2.1b |
| |
|
|
|
|
|
|
17.5.2.1 (c) |
| Min shear breakout resistance |
fvcVcbgp |
= |
min(Vcbg-p1 ,Vcbg-p2 , Vcbg-p3 )x2 side |
= |
401.7
|
[kN] |
|
| shear parallel to edge |
|
|
|
|
|
|
|
| |
ratio |
= |
0.17
|
>
|
Vu |
OK
|
|
| |
|
|
|
|
|
|
|
|
Conc. Pryout Shear Resistance
|
|
|
|
|
|
|
ACI 318M-14
|
| |
kcp |
= |
2.0
|
|
|
|
17.5.3.1 |
| Factored shear pryout resistance |
fv,cVcpg |
= |
fv,c kcp Ncbg |
= |
474.2
|
[kN] |
17.5.3.1 Eq 17.5.3.1b |
|
|
f v,c
|
= |
0.7 pryout strength is always Condition B |
|
17.3.3 (c) |
| |
|
|
|
|
|
|
|
| Seismic design strength reduction
|
|
=
|
x 0.75 applicable
|
=
|
355.6
|
[kN]
|
17.2.3.4.4
|
|
|
ratio
|
=
|
0.19
|
>
|
Vu |
OK
|
|
|
|
|
|
|
|
|
|
|
|
Govern Shear Resistance
|
Vr
|
=
|
min ( fVsa , fVcbg , fVcbg-p , fVcpg ) |
=
|
102.3
|
[kN]
|
|
|
|
|
|
|
|
|
|
|
|
Tension Shear Interaction
|
|
|
|
|
|
|
ACI 318M-14
|
| Check if Nu >0.2f Nn and Vu
>0.2f Vn
|
=
|
Yes
|
|
|
|
17.6.1 & 17.6.2
|
|
|
|
|
Nu / f Nn + Vu / f Vn
|
=
|
1.00
|
|
17.6.3 Eq 17.6.3
|
|
|
ratio
|
=
|
0.84
|
<
|
1.2
|
OK
|
|
|
|
|
|
|
|
|
|
|
|
Seismic Design
|
|
|
|
|
|
|
|
|
Tension
|
|
|
Applicable
|
|
|
NG
|
|
| Option A is selected.
|
ACI 318M-14
|
The program will flag OK if 17.2.3.4.3(a) subsections 1 & 2 are met and the ductile
anchor steel strength
has the highest utilization ratio. User has to verify the conditions in 17.2.3.4.3(a)
subsections 3~6, as applicable, are met.
|
17.2.3.4.3(a)
|
|
|
|
|
|
|
|
|
|
| Steel nominal strength x 1.2
|
1.2Nsa
|
=
|
750.5
|
[kN]
|
|
|
|
|
|
| Conc governed nominal strength |
Ncbg |
= |
338.7
|
[kN]
|
Npn |
= |
1109.4
|
[kN]
|
|
| |
Nsbg |
=
|
0.0
|
[kN] |
|
|
|
|
|
| Nu / min( Ncbg , Npn , Nsbg )
|
=
|
0.20
|
|
Nu / 1.2Nsa
|
=
|
0.09
|
|
|
|
|
|
|
|
|
<
|
0.20
|
NG
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Option A is NOT satisfied
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Seismic SDC>=C and E>0.2U , Option A is selected to satisfy additional seismic requirements as per 17.2.3.4.3
|
|
|
|
|
|
|
|
|
|
|
|
|
Shear
|
|
|
Applicable
|
|
|
OK
|
|
| Option C is selected.
|
|
|
|
|
|
|
ACI 318M-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 Ωo
|
17.2.3.5.3(c)
|
|
|
|
|
|
|
|
|
|
|
Seismic SDC>=C and E>0.2U , Option C is selected to satisfy additional seismic requirements as per 17.2.3.5.3
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|