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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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Warn
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| Overall
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ratio
|
=
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0.74
|
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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| Anchor bolt design based on
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Code Abbreviation
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| ACI 318-11 Building Code Requirements for Structural Concrete and Commentary Appendix
D
|
ACI 318-11
|
| 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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|
Anchor Bolt Data
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Code Reference
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| Factored moment |
Mu |
= |
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[kip-ft] |
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| Factored tension or compression
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Nu
|
=
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[kips]
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in compression
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| Factored shear force
|
Vu
|
=
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[kips]
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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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| |
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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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[in]
|
4.00
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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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[in]
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4.00
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|
OK
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| Max spacing between anchors in tension |
= |
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[in] |
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| |
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| Column depth |
d |
= |
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[in] |
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| Concrete strength
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f'c
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=
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[ksi]
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Error: the conc strength shall be 2~10 ksi
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| Anchor bolt material
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=
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| Anchor tensile strength
|
futa
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=
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58.0
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[ksi]
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ACI 318-11
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Anchor is ductile steel element
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D.1
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| Anchor bolt diameter
|
da
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=
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[in]
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| Anchor bolt has sleeve
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=
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PIP STE05121
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PIP STE05121
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| Anchor bolt edge distance c1
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c1
|
=
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[in]
|
4.50
|
|
OK
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|
Page A -1 Table 1
|
| Anchor bolt edge distance c2
|
c2
|
=
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[in]
|
4.50
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|
OK
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| Anchor bolt edge distance c3
|
c3
|
=
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[in]
|
4.50
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OK
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| Anchor bolt edge distance c4
|
c4
|
=
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[in]
|
4.50
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OK
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| |
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| Anchor bolt embedment depth
|
hef
|
=
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[in]
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|
ACI 318-11
|
| ci ≥ 1.5hef for at least two edges to avoid reducing of hef when Nu > 0 |
|
Warn
|
|
D.5.2.3 |
| Anchor bolt adjusted hef for design |
hef |
= |
|
[in]
|
12.00
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Warn
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|
D.5.2.3 |
| Concrete thickness |
ha
|
=
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[in]
|
15.00
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OK
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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 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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| Oversized holes in base plate ? |
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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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0.606
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[in2]
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| Anchor bolt head bearing area
|
Abrg
|
=
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[in2]
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| Anchor bolt 1/8" (3mm) corrosion allowance
|
=
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| Supplementary reinforcement |
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ACI 318-11
|
| For tension |
|
= |
|
Condition A
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D.4.3 (c) |
| For shear |
Yc,v |
= |
|
Condition A
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D.6.2.7 |
| |
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ACI 318-11
|
| Provide built-up grout pad ?
|
|
=
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D.6.1.3
|
| Concrete cracking |
|
= |
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D.5.2.6, D5.3.6, D.6.2.7 |
| |
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ACI 318-11
|
| Seismic design category SDC >= C
|
|
=
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D.3.3.1
|
| Anchor bolt load E <= 0.2U
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Tensile
|
=
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Shear
|
=
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D.3.3.4.1 & D.3.3.5.1
|
| Anchor bolt satisfies opion
|
Tensile
|
=
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Shear
|
=
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D.3.3.4.3 & D.3.3.5.3
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| Strength reduction factors
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ACI 318-11
|
| Anchor reinforcement
|
fs
|
=
|
0.75
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D.5.2.9 & D.6.2.9
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| Anchor rod - ductile steel
|
ft,s
|
=
|
0.75
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fv,s
|
=
|
0.65
|
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D.4.3 (a)
|
| Concrete |
ft,c
|
=
|
0.75 Cdn-A
|
fv,c
|
=
|
0.75 Cdn-A
|
D.4.3 (c)
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CONCLUSION
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| Anchor Rod Embedment, Spacing and Edge Distance
|
|
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|
Warn
|
|
|
Overall
|
ratio
|
=
|
0.74
|
OK
|
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Tension
|
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| Anchor Rod Tensile Resistance
|
ratio
|
=
|
0.11
|
OK
|
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| Concrete Tensile Breakout Resistance |
ratio
|
=
|
0.40
|
OK
|
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| Anchor Pullout Resistance
|
ratio
|
=
|
0.09
|
OK
|
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| Side Blowout Resistance
|
ratio
|
=
|
0.00
|
NA
|
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Shear
|
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| Anchor Rod Shear Resistance
|
ratio
|
=
|
0.11
|
OK
|
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| Concrete Shear Breakout Resistance - Perpendicular To Edge |
ratio
|
=
|
0.49
|
OK
|
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| Concrete Shear Breakout Resistance - Parallel To Edge |
ratio
|
=
|
0.23
|
OK
|
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| Concrete Pryout Shear Resistance |
ratio
|
= |
0.19
|
OK
|
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Tension Shear Interaction
|
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| Tension Shear Interaction
|
ratio
|
=
|
0.74
|
OK
|
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Seismic Design
|
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|
ACI 318-11
|
|
Tension
|
Applicable
|
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|
OK
|
D.3.3.4
|
|
Seismic SDC>=C and E>0.2U , Option D is selected to satisfy additional seismic requirements as per D.3.3.4.3
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Shear
|
Applicable
|
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OK
|
D.3.3.5
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|
Seismic SDC>=C and E>0.2U , Option C is selected to satisfy additional seismic requirements as per D.3.3.5.3
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Assumptions
|
ACI 318-11
|
|
1. Concrete is cracked
|
D.5.2.6, D5.3.6, D.6.2.7
|
|
2. Condition A - supplementary reinforcement provided
|
D.4.3 (c)
|
| 3. Load combinations shall be per ACI 318-11 9.2
|
D.4.3
|
| 4. Shear load acts through center of bolt group Yec,V =1.0 |
D.6.2.5 |
| 5. For anchor group subject to moment, the anchor tensile load is designed using elastic analysis |
D.3.1 |
| and there is no redistribution of the forces between highly stressed and less stressed anchors |
|
| 6. 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 |
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7. Anchor bolt washer shall be tack welded to base plate for all anchor bolts to transfer shear
|
AISC Design Guide 1
|
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|
Section 3.5.3
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CACULATION
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Anchor Tensile Force |
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| Single bolt tensile force |
T1 |
= |
|
[kips] |
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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|
= |
5.61
|
[kips] |
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| |
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| Tensile bolts outer distance stb |
stb |
= |
|
[in] |
|
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|
| Eccentricity e'N -- distance between resultant of tensile load and centroid of anchors |
|
| loaded in tension |
e'N |
= |
|
[in] |
|
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|
| Eccentricity modification factor |
Ψec,N |
= |
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|
= |
1.00
|
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| |
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|
Anchor Rod Tensile Resistance
|
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|
ACI 318-11
|
|
|
f t,s Nsa
|
=
|
f t,s Ase futa
|
=
|
26.36
|
[kips]
|
D.5.1.2 (D-2)
|
|
|
ratio
|
=
|
0.11
|
>
|
T1
|
OK
|
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|
Concrete Tensile Breakout Resistance |
|
|
|
ACI 318-11
|
| |
Nb |
= |
24 l √fc hef1.5 if hef <11" or hef>25" |
= |
21.32
|
[kips]
|
D.5.2.2 (D-6) |
| |
|
|
16 l √fc hef(5/3) if 11"≤ hef ≤25" |
|
|
|
D.5.2.2 (D-7) |
| Projected conc failure area |
1.5 hef |
= |
|
= |
8.00
|
[in] |
|
| |
ANC |
= |
[stb+min(c1,1.5hef)+min(c3,1.5hef)]x |
= |
338.0
|
[in2] |
|
| |
|
|
[s2+min(c2,1.5hef)+min(c4,1.5hef)] |
|
|
|
|
| |
ANCO |
= |
9 hef2 |
= |
256.0
|
[in2] |
D.5.2.1 (D-5) |
| |
ANC |
= |
min ( ANC, nt ANCO ) |
= |
338.0
|
[in2] |
D.5.2.1 |
| Min edge distance |
cmin |
= |
min( c1, c2, c3, c4 ) |
= |
5.00
|
[in] |
|
| Eccentricity effects |
Ψec,N |
= |
|
= |
1.00
|
|
D.5.2.4 |
| Edge effects |
Ψed,N |
= |
min[ (0.7+0.3cmin/1.5hef), 1.0 ] |
= |
0.89
|
|
D.5.2.5 |
| Concrete cracking |
Ψc,N |
= |
1.00 for cracked concrete
|
|
|
|
D.5.2.6 |
| Concrete splitting |
Ψcp,N |
= |
1.00 for cast-in anchor |
|
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|
D.5.2.7 |
| |
|
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|
| Concrete breakout resistance |
ftcNcbg |
= |
|
ftc |
ANC |
Ψec,N Ψed,N Ψc,N Ψcp,N Nb |
| ANCO |
|
= |
18.73
|
[kips]
|
D.5.2.1 (D-4) |
| |
|
|
|
|
|
|
|
| Seismic design strength reduction |
|
= |
x 0.75 applicable
|
= |
14.05
|
[kips]
|
D.3.3.4.4 |
|
|
ratio
|
=
|
0.40
|
>
|
Nu
|
OK
|
|
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|
Anchor Pullout Resistance
|
|
|
|
|
|
|
ACI 318-11
|
| Single bolt pullout resistance
|
N p
|
=
|
8 Abrg fc'
|
=
|
62.44
|
[kips]
|
D.5.3.4 (D-14)
|
|
|
ft,c Npn
|
=
|
f t,c Ψc,p Np
|
=
|
43.71
|
[kips]
|
D.5.3.1 (D-13)
|
|
|
Ψc,p
|
=
|
1.00 for cracked concrete
|
|
|
|
D.5.3.6
|
|
|
f t,c
|
=
|
0.70
|
pullout strength is always Condition B
|
D.4.3(c)
|
| Seismic design strength reduction
|
|
=
|
x 0.75 applicable
|
=
|
32.78
|
[kips]
|
D.3.3.4.4
|
|
|
ratio
|
=
|
0.09
|
>
|
T1
|
OK
|
|
|
|
|
|
|
|
|
|
|
|
Side Blowout Resistance
|
|
|
|
|
|
|
|
| Failure Along Pedestal Width Edge
|
|
|
|
|
|
|
ACI 318-11
|
| Tensile load carried by anchors close to edge which may cause side-face blowout
|
|
|
|
|
| along pedestal width edge
|
Nbuw
|
= |
nT1 T1 |
=
|
5.61
|
[kips]
|
RD.5.4.2
|
|
|
c
|
=
|
min ( c1 , c3 )
|
=
|
5.00
|
[in]
|
|
|
|
s
|
=
|
s2
|
=
|
16.00
|
[in]
|
|
| Check if side blowout applicable
|
hef
|
=
|
12.00
|
[in]
|
|
|
|
|
|
|
|
|
<
|
2.5c
|
side bowout is NOT applicable
| D.5.4.1
|
|
|
|
|
|
|
|
|
|
| Group side blowout resistance
|
ftc Nsbg
|
=
|
|
=
|
0.00
|
[kips]
|
|
|
|
|
|
|
|
|
|
|
|
Govern Tensile Resistance
|
Nr
|
=
|
min(f nt Nsa , fNcbg , fnt Npn , fNsbg) |
=
|
14.05
|
[kips]
|
|
|
|
|
|
|
|
|
|
|
|
Anchor Rod Shear Resistance
|
|
|
|
|
|
|
ACI 318-11
|
|
|
f v,sVsa
|
=
|
f v,s ns 0.6 Ase futa
|
=
|
54.83
|
[kips]
|
D.6.1.2 (b) (D-29)
|
| Reduction due to built-up grout pad
|
|
=
|
x 0.8 , applicable
|
=
|
43.86
|
[kips]
|
D.6.1.3
|
|
|
ratio
|
=
|
0.11
|
>
|
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 |
= |
|
= |
5.00
|
[in] |
ACI 318-11
|
| Limiting ca1 when anchors are influenced by 3 or more edges |
= |
No
|
|
D.6.2.4 |
| Bolt edge distance - adjusted |
c1 |
= |
ca1 needs NOT to be adjusted
|
= |
5.00
|
[in] |
D.6.2.4 |
| |
c2 |
= |
|
= |
5.00
|
[in] |
|
| |
1.5c1 |
= |
|
= |
7.50
|
[in] |
ACI 318-11
|
| |
Avc |
= |
[min(c2,1.5c1) + s2 + min(c4,1.5c1)]x |
= |
195.0
|
[in2] |
D.6.2.1 |
| |
|
|
min(1.5c1, ha) |
|
|
|
ACI 318-11
|
| |
Avco |
= |
4.5c12 |
= |
112.5
|
[in2] |
D.6.2.1 (D-32) |
| |
Avc |
= |
min ( Avc, n1 Avco ) |
= |
195.0
|
[in2] |
D.6.2.1 |
| |
le |
= |
min( 8da , hef ) |
= |
8.00
|
[in] |
D.6.2.2 |
| |
Vb1 |
= |
|
= |
8.55
|
[kips] |
D.6.2.2 (D-33) |
| |
Vb2 |
= |
|
= |
7.26
|
[kips] |
D.6.2.2 (D-34) |
| |
Vb |
= |
min( Vb1 , Vb2 ) |
= |
7.26
|
[kips] |
D.6.2.2 |
| Eccentricity effects |
Ψec,v |
= |
1.0 shear acts through center of group |
|
|
|
D.6.2.5 |
| Edge effects |
Ψed,v |
= |
min[ (0.7+0.3c2/1.5c1), 1.0 ] |
= |
0.90
|
|
D.6.2.6 |
| Concrete cracking |
Ψc,v |
= |
concrete is cracked
|
= |
1.20
|
|
D.6.2.7 |
| Member thickness |
Ψh,v |
= |
max[ (sqrt(1.5c1 / ha) , 1.0 ] |
= |
1.00
|
|
D.6.2.8 |
| |
|
|
|
|
|
|
ACI 318-11
|
| Conc shear breakout resistance |
Vcbg |
= |
|
fv,c |
Avc |
Ψec,v Ψed,v Ψc,v Ψh,v Vb |
| Avco |
|
= |
10.19
|
[kips] |
D.6.2.1 (D-31) |
|
Mode 3 is used for checking
|
Vcbg1 |
= |
1.0 x Vcbg
|
= |
10.19
|
[kips] |
|
| |
|
|
|
|
|
|
|
| Mode 2 Failure cone at back anchors |
|
|
|
|
| |
|
|
|
|
|
|
|
|
|
| |
|
|
|
|
|
|
|
| Bolt edge distance |
ca1 |
= |
c1 + s1 |
= |
21.00
|
[in] |
ACI 318-11
|
| Limiting ca1 when anchors are influenced by 3 or more edges |
= |
Yes
|
|
D.6.2.4 |
| Bolt edge distance - adjusted |
ca1 |
= |
ca1 needs to be adjusted
|
= |
10.00
|
[in] |
D.6.2.4 |
| |
c2 |
= |
|
= |
5.00
|
[in] |
|
| |
1.5ca1 |
= |
|
= |
15.00
|
[in] |
ACI 318-11
|
| |
Avc |
= |
[min(c2,1.5ca1)+ s2 + min(c4,1.5ca1)]x |
= |
390.0
|
[in2] |
D.6.2.1 |
| |
|
|
min(1.5ca1, ha) |
|
|
|
ACI 318-11
|
| |
Avco |
= |
4.5ca12 |
= |
450.0
|
[in2] |
D.6.2.1 (D-32) |
| |
Avc |
= |
min ( Avc, n2 Avco ) |
= |
390.0
|
[in2] |
D.6.2.1 |
| |
le |
= |
min( 8da , hef ) |
= |
8.00
|
[in] |
D.6.2.2 |
| |
Vb1 |
= |
|
= |
24.19
|
[kips] |
D.6.2.2 (D-33) |
| |
Vb2 |
= |
|
= |
20.52
|
[kips] |
D.6.2.2 (D-34) |
| |
Vb |
= |
min( Vb1 , Vb2 ) |
= |
20.52
|
[kips] |
D.6.2.2 |
| Eccentricity effects |
Ψec,v |
= |
1.0 shear acts through center of group |
|
|
|
D.6.2.5 |
| Edge effects |
Ψed,v |
= |
min[ (0.7+0.3c2/1.5ca1), 1.0 ] |
= |
0.80
|
|
D.6.2.6 |
| Concrete cracking |
Ψc,v |
= |
concrete is cracked
|
= |
1.20
|
|
D.6.2.7 |
| Member thickness |
Ψh,v |
= |
max[ (sqrt(1.5ca1 / ha) , 1.0 ] |
= |
1.00
|
|
D.6.2.8 |
| |
|
|
|
|
|
|
ACI 318-11
|
| Conc shear breakout resistance |
Vcbg2 |
= |
|
fv,c |
Avc |
Ψec,v Ψed,v Ψc,v Ψh,v Vb |
| Avco |
|
= |
12.81
|
[kips] |
D.6.2.1 (D-31) |
| |
|
|
|
|
|
|
|
| Min shear breakout resistance |
fv,cVcbg |
= |
min ( Vcbg1 , Vcbg2 ) |
= |
10.19
|
[kips] |
|
| shear perpendicular to edge |
|
|
|
|
|
|
|
| |
ratio |
= |
0.49
|
>
|
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) |
= |
5.00
|
[in] |
ACI 318-11
|
| Limiting ca1 when anchors are influenced by 3 or more edges |
= |
No
|
|
D.6.2.4 |
| Bolt edge distance - adjusted |
ca1 |
= |
ca1 needs NOT to be adjusted
|
= |
5.00
|
[in] |
D.6.2.4 |
| |
1.5ca1 |
= |
|
= |
7.50
|
[in] |
ACI 318-11
|
| |
Avc |
= |
[min(c1,1.5ca1) + s1+ min(c3,1.5ca1)]x |
= |
195.0
|
[in2] |
D.6.2.1 |
| |
|
|
min(1.5ca1, ha) |
|
|
|
ACI 318-11
|
| |
Avco |
= |
4.5ca12 |
= |
112.5
|
[in2] |
D.6.2.1 (D-32) |
| |
Avc |
= |
min ( Avc, nbd Avco ) |
= |
195.0
|
[in2] |
D.6.2.1 |
| |
le |
= |
min( 8da , hef ) |
= |
8.00
|
[in] |
D.6.2.2 |
| |
Vb1 |
= |
|
= |
8.55
|
[kips] |
D.6.2.2 (D-33) |
| |
Vb2 |
= |
|
= |
7.26
|
[kips] |
D.6.2.2 (D-34) |
| |
Vb |
= |
min( Vb1 , Vb2 ) |
= |
7.26
|
[kips] |
D.6.2.2 |
| Eccentricity effects |
Ψec,v |
= |
1.0 shear acts through center of group |
|
|
|
D.6.2.5 |
| Edge effects |
Ψed,v |
= |
|
= |
1.00 |
|
D.6.2.1 (c) |
| Concrete cracking |
Ψc,v |
= |
concrete is cracked
|
= |
1.20
|
|
D.6.2.7 |
| Member thickness |
Ψh,v |
= |
max[ (sqrt(1.5ca1 / ha) , 1.0 ] |
= |
1.00
|
|
D.6.2.8 |
| |
|
|
|
|
|
|
ACI 318-11
|
| Conc shear breakout resistance |
Vcbg-p1 |
= |
| 2xfv,c |
Avc |
Ψec,v Ψed,v Ψc,v Ψh,v Vb |
| Avco |
|
= |
22.64
|
[kips] |
D.6.2.1 (D-31) |
| |
|
|
|
|
|
|
D.6.2.1 (c) |
| |
|
|
|
|
|
|
|
| Mode 2 Shear taken evenly by back anchor bolts, strength check against 0.5 x Vu |
|
| |
|
|
|
|
|
|
|
| Bolt edge distance |
ca1 |
= |
min(c2 , c4) |
= |
5.00
|
[in] |
ACI 318-11
|
| Limiting ca1 when anchors are influenced by 3 or more edges |
= |
No
|
|
D.6.2.4 |
| Bolt edge distance - adjusted |
ca1 |
= |
ca1 needs NOT to be adjusted
|
= |
5.00
|
[in] |
D.6.2.4 |
| |
1.5ca1 |
= |
|
= |
7.50
|
[in] |
ACI 318-11
|
| |
Avc |
= |
[min(s1+c1,1.5ca1) +min(c3,1.5ca1)]x |
= |
93.8
|
[in2] |
D.6.2.1 |
| |
|
|
min(1.5ca1, ha) |
|
|
|
ACI 318-11
|
| |
Avco |
= |
4.5ca12 |
= |
112.5
|
[in2] |
D.6.2.1 (D-32) |
| |
Avc |
= |
min ( Avc, nbd Avco ) |
= |
93.8
|
[in2] |
D.6.2.1 |
| |
le |
= |
min( 8da , hef ) |
= |
8.00
|
[in] |
D.6.2.2 |
| |
Vb1 |
= |
|
= |
8.55
|
[kips] |
D.6.2.2 (D-33) |
| |
Vb2 |
= |
|
= |
7.26
|
[kips] |
D.6.2.2 (D-34) |
| |
Vb |
= |
min( Vb1 , Vb2 ) |
= |
7.26
|
[kips] |
D.6.2.2 |
| Eccentricity effects |
Ψec,v |
= |
1.0 shear acts through center of group |
|
|
|
D.6.2.5 |
| Edge effects |
Ψed,v |
= |
|
= |
1.00 |
|
D.6.2.1 (c) |
| Concrete cracking |
Ψc,v |
= |
concrete is cracked
|
= |
1.20
|
|
D.6.2.7 |
| Member thickness |
Ψh,v |
= |
max[ (sqrt(1.5ca1 / ha) , 1.0 ] |
= |
1.00
|
|
D.6.2.8 |
| |
|
|
|
|
|
|
ACI 318-11
|
| Conc shear breakout resistance |
Vcbg-p2 |
= |
| 2xfv,c |
Avc |
Ψec,v Ψed,v Ψc,v Ψh,v Vb |
| Avco |
|
= |
10.88
|
[kips] |
D.6.2.1 (D-31) |
| |
|
|
|
|
|
|
D.6.2.1 (c) |
| |
|
|
|
|
|
|
|
| Mode 3 Shear taken evenly by front anchor bolts, strength check against 0.5 x Vu |
|
| |
|
|
|
|
|
|
|
| Bolt edge distance |
ca1 |
= |
min(c2 , c4) |
= |
5.00
|
[in] |
ACI 318-11
|
| Limiting ca1 when anchors are influenced by 3 or more edges |
= |
No
|
|
D.6.2.4 |
| Bolt edge distance - adjusted |
ca1 |
= |
ca1 needs NOT to be adjusted
|
= |
5.00
|
[in] |
D.6.2.4 |
| |
1.5ca1 |
= |
|
= |
7.50
|
[in] |
ACI 318-11
|
| |
Avc |
= |
[min(c1,1.5ca1) + min(s1+c3,1.5ca1)]x |
= |
93.8
|
[in2] |
D.6.2.1 |
| |
|
|
min(1.5ca1, ha) |
|
|
|
ACI 318-11
|
| |
Avco |
= |
4.5ca12 |
= |
112.5
|
[in2] |
D.6.2.1 (D-32) |
| |
Avc |
= |
min ( Avc, nbd Avco ) |
= |
93.8
|
[in2] |
D.6.2.1 |
| |
le |
= |
min( 8da , hef ) |
= |
8.00
|
[in] |
D.6.2.2 |
| |
Vb1 |
= |
|
= |
8.55
|
[kips] |
D.6.2.2 (D-33) |
| |
Vb2 |
= |
|
= |
7.26
|
[kips] |
D.6.2.2 (D-34) |
| |
Vb |
= |
min( Vb1 , Vb2 ) |
= |
7.26
|
[kips] |
D.6.2.2 |
| Eccentricity effects |
Ψec,v |
= |
1.0 shear acts through center of group |
|
|
|
D.6.2.5 |
| Edge effects |
Ψed,v |
= |
|
= |
1.00 |
|
D.6.2.1 (c) |
| Concrete cracking |
Ψc,v |
= |
concrete is cracked
|
= |
1.20
|
|
D.6.2.7 |
| Member thickness |
Ψh,v |
= |
max[ (sqrt(1.5ca1 / ha) , 1.0 ] |
= |
1.00
|
|
D.6.2.8 |
| |
|
|
|
|
|
|
ACI 318-11
|
| Conc shear breakout resistance |
Vcbg-p3 |
= |
| 2xfv,c |
Avc |
Ψec,v Ψed,v Ψc,v Ψh,v Vb |
| Avco |
|
= |
10.88
|
[kips] |
D.6.2.1 (D-31) |
| |
|
|
|
|
|
|
D.6.2.1 (c) |
| Min shear breakout resistance |
fvcVcbgp |
= |
min(Vcbg-p1 ,Vcbg-p2 , Vcbg-p3 )x2 side |
= |
21.77
|
[kips] |
|
| shear parallel to edge |
|
|
|
|
|
|
|
| |
ratio |
= |
0.23
|
>
|
Vu |
OK
|
|
| |
|
|
|
|
|
|
|
|
Conc. Pryout Shear Resistance
|
|
|
|
|
|
|
ACI 318-11
|
| |
kcp |
= |
2.0
|
|
|
|
D.6.3.1 |
| Factored shear pryout resistance |
fv,cVcpg |
= |
fv,c kcp Ncbg |
= |
34.97
|
[kips] |
D.6.3.1 (D-41) |
|
|
f v,c
|
= |
0.7 pryout strength is always Condition B |
|
D.4.3 (c) |
| |
|
|
|
|
|
|
|
| Seismic design strength reduction
|
|
=
|
x 0.75 applicable
|
=
|
26.23
|
[kips]
|
D.3.3.4.4
|
|
|
ratio
|
=
|
0.19
|
>
|
Vu |
OK
|
|
|
|
|
|
|
|
|
|
|
|
Govern Shear Resistance
|
Vr
|
=
|
min ( fVsa , fVcbg , fVcbg-p , fVcpg ) |
=
|
10.19
|
[kips]
|
|
|
|
|
|
|
|
|
|
|
|
Tension Shear Interaction
|
|
|
|
|
|
|
ACI 318-11
|
| Check if Nu >0.2f Nn and Vu
>0.2f Vn
|
=
|
Yes
|
|
|
|
D.7.1 & D.7.2
|
|
|
|
|
Nu / f Nn + Vu / f Vn
|
=
|
0.89
|
|
D.7.3 (D-42)
|
|
|
ratio
|
=
|
0.74
|
<
|
1.2
|
OK
|
|
|
|
|
|
|
|
|
|
|
|
Seismic Design
|
|
|
|
|
|
|
|
|
Tension
|
|
|
Applicable
|
|
|
OK
|
|
| Option D is selected.
|
ACI 318-11
|
User has to ensure that the tensile load Nu user input above includes
the seismic load E, with E increased
by multiplying overstrength factor Ωo
|
D.3.3.4.3(d)
|
|
|
|
|
|
|
|
|
|
|
|
|
Seismic SDC>=C and E>0.2U , Option D is selected to satisfy additional seismic requirements as per D.3.3.4.3
|
|
|
|
|
|
|
|
|
|
|
|
|
Shear
|
|
|
Applicable
|
|
|
OK
|
|
| Option C is selected.
|
|
|
|
|
|
|
ACI 318-11
|
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
|
D.3.3.5.3(c)
|
|
|
|
|
|
|
|
|
|
|
Seismic SDC>=C and E>0.2U , Option C is selected to satisfy additional seismic requirements as per D.3.3.5.3
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|