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STUD ANCHOR DESIGN |
Combined Tension and Shear |
|
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Result Summary
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| Anchor Rod Embedment, Spacing and Edge Distance
|
|
|
|
OK
|
|
| Overall
|
|
|
|
|
ratio
|
=
|
0.71
|
OK
|
|
| Seismic Design
|
|
|
|
|
Tension
|
=
|
|
OK
|
|
|
|
|
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Shear
|
=
|
|
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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| 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
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Code Reference
|
|
Welded Stud Data
|
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| Factored tensile force
|
Nu
|
=
|
|
[kips]
|
|
|
|
| Factored shear force
|
Vu
|
=
|
|
[kips]
|
|
|
|
| Concrete strength
|
f'c
|
=
|
|
[ksi]
|
|
|
|
| Welded stud material
|
|
=
|
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|
|
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|
| Anchor tensile strength
|
futa
|
=
|
65.0 |
[ksi]
|
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|
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|
ACI 318-11
|
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|
Anchor is ductile steel element
|
|
|
|
D.1
|
| Welded stud diameter
|
da
|
=
|
|
[in]
|
|
|
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|
| Anchor effective cross section area
|
Ase
|
=
|
0.442
|
[in2]
|
|
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|
| Welded stud head bearing area
|
Abrg
|
= |
|
[in2]
|
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|
PIP STE05121
|
| Welded stud edge distance c1
|
c1
|
=
|
|
[in]
|
4.50
|
|
OK
|
|
Page A -1 Table 1
|
| Welded stud edge distance c2
|
c2
|
=
|
|
[in]
|
4.50
|
|
OK
|
|
|
| Welded stud edge distance c3
|
c3
|
=
|
|
[in]
|
4.50
|
|
OK
|
|
|
| Welded stud edge distance c4
|
c4
|
=
|
|
[in]
|
4.50
|
|
OK
|
|
|
| |
|
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|
| Welded stud embedment depth
|
hef
|
=
|
|
[in]
|
|
|
|
|
ACI 318-11
|
| ci ≥ 1.5hef for at least two edges to avoid reducing of hef when Nu > 0 |
|
OK
|
|
D.5.2.3 |
| Welded stud adjusted hef for design |
hef |
= |
|
[in]
|
9.00
|
|
OK
|
|
D.5.2.3 |
| Concrete thickness |
ha
|
=
|
|
[in]
|
15.00
|
|
OK
|
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|
| |
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| Supplementary reinforcement |
|
|
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|
| 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
|
| Welded stud load E <= 0.2U
|
Tensile
|
=
|
|
|
Shear
|
=
|
|
|
D.3.3.4.1 & D.3.3.5.1
|
| Welded stud satisfies opion
|
Tensile
|
=
|
|
Shear
|
=
|
|
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
|
|
|
|
|
|
D.5.2.9 & D.6.2.9
|
| Anchor rod - ductile steel
|
ft,s
|
=
|
0.75
|
|
fv,s
|
=
|
0.65
|
|
D.4.3 (a)
|
| Concrete |
ft,c
|
=
|
0.75 Cdn-A
|
fv,c
|
=
|
0.75 Cdn-A
|
D.4.3 (c)
|
|
|
CONCLUSION
|
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|
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|
| Anchor Rod Embedment, Spacing and Edge Distance
|
|
|
|
OK
|
|
|
Overall
|
ratio
|
=
|
0.71
|
OK
|
|
|
Tension
|
|
|
|
|
|
| Anchor Rod Tensile Resistance
|
ratio
|
=
|
0.46
|
OK
|
|
| Concrete Tensile Breakout Resistance |
ratio
|
=
|
0.31
|
OK
|
|
| Anchor Pullout Resistance
|
ratio
|
=
|
0.58
|
OK
|
|
| Side Blowout Resistance
|
ratio
|
=
|
0.00
|
NA
|
|
|
Shear
|
|
|
|
|
|
| Anchor Rod Shear Resistance
|
ratio
|
=
|
0.27
|
OK
|
|
| Concrete Shear Breakout Resistance - Perpendicular To Edge |
ratio
|
=
|
0.24
|
OK
|
|
| Concrete Shear Breakout Resistance - Parallel To Edge |
ratio
|
=
|
0.11
|
OK
|
|
| Concrete Pryout Shear Resistance |
ratio
|
= |
0.08
|
OK
|
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|
Tension Shear Interaction
|
|
|
|
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|
| Tension Shear Interaction
|
ratio
|
=
|
0.71
|
OK
|
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|
Seismic Design
|
|
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|
ACI 318-11
|
|
Tension
|
Applicable
|
|
|
|
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
|
|
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. Tensile load acts through center of bolt group Yec,N =1.0 |
D.5.2.4 |
| 5. Shear load acts through center of bolt group Yec,V =1.0 |
D.6.2.5 |
|
|
CACULATION
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|
Anchor Rod Tensile Resistance
|
|
|
|
|
|
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|
ACI 318-11
|
|
|
f t,s Nsa
|
=
|
f t,s Ase futa
|
=
|
21.55
|
[kips]
|
D.5.1.2 (D-2)
|
|
|
ratio
|
=
|
0.46
|
>
|
Nu
|
OK
|
|
|
|
|
|
|
|
|
|
|
|
Concrete Tensile Breakout Resistance |
|
|
|
ACI 318-11
|
| |
Nb |
= |
24 l √fc hef1.5 if hef <11" or hef>25" |
= |
72.57
|
[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 |
= |
|
= |
18.00
|
[in] |
|
| |
ANC |
= |
[min(c1,1.5hef)+min(c3,1.5hef)]x |
= |
1089.0
|
[in2] |
|
| |
|
|
[min(c2,1.5hef)+min(c4,1.5hef)] |
|
|
|
|
| |
ANCO |
= |
9 hef2 |
= |
1296.0
|
[in2] |
D.5.2.1 (D-5) |
| |
ANC |
= |
min ( ANC, 1x ANCO ) |
= |
1089.0
|
[in2] |
D.5.2.1 |
| Min edge distance |
cmin |
= |
min( c1, c2, c3, c4 ) |
= |
15.00
|
[in] |
|
| Eccentricity effects |
Ψec,N |
= |
1.0 for no eccentric load |
|
|
|
D.5.2.4 |
| Edge effects |
Ψed,N |
= |
min[ (0.7+0.3cmin/1.5hef), 1.0 ] |
= |
0.95
|
|
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 |
|
|
|
D.5.2.7 |
| |
|
|
|
|
|
|
|
| Concrete breakout resistance |
ftcNcbg |
= |
|
ftc |
ANC |
Ψec,N Ψed,N Ψc,N Ψcp,N Nb |
| ANCO |
|
= |
43.45
|
[kips]
|
D.5.2.1 (D-4) |
| |
|
|
|
|
|
|
|
| Seismic design strength reduction |
|
= |
x 0.75 applicable
|
= |
32.59
|
[kips]
|
D.3.3.4.4 |
|
|
ratio
|
=
|
0.31
|
>
|
Nu
|
OK
|
|
|
|
|
|
|
|
|
|
|
|
Anchor Pullout Resistance
|
|
|
|
|
|
|
ACI 318-11
|
| Single bolt pullout resistance
|
N p
|
=
|
8 Abrg fc'
|
=
|
32.66
|
[kips]
|
D.5.3.4 (D-14)
|
|
|
ft,c Npn
|
=
|
f t,c Ψc,p Np
|
=
|
22.86
|
[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
|
=
|
17.14
|
[kips]
|
D.3.3.4.4
|
|
|
ratio
|
=
|
0.58
|
>
|
Nu
|
OK
|
|
|
|
|
|
|
|
|
|
|
|
Side Blowout Resistance
|
|
|
|
|
|
|
|
| |
c
|
=
|
min ( c1, c2, c3, c4 ) |
=
|
15.00
|
[in]
|
|
| Check if side blowout applicable
|
hef
|
=
|
12.00
|
[in]
|
|
|
|
|
ACI 318-11
|
|
|
|
<
|
2.5c
|
side bowout is NOT applicable
| D.5.4.1
|
| Single anchor SB resistance
|
ft,c Nsb
|
=
|
|
=
|
0.00
|
[kips]
|
D.5.4.1 (D-16)
|
| Edge reduction factor |
|
= |
( 1+ ca2 / ca1 ) / 4 |
= |
0.50
|
|
D.5.4.1 |
| SB resistance after edge reduction |
ftcNsb
|
=
|
ft,c Nsb x [1+ca2 / ca1] / 4
|
=
|
0.00
|
[kips]
|
D.5.4.1
|
| Seismic design strength reduction
|
|
=
|
x 0.75 applicable
|
=
|
0.00
|
[kips]
|
D.3.3.4.4
|
| |
ratio
|
=
|
0.00
|
|
Nu |
NA
|
|
|
|
|
|
|
|
|
|
|
|
Govern Tensile Resistance
|
Nr
|
=
|
min ( f Nsa, f
Ncb, f Npn, f
Nsb )
|
=
|
17.14
|
[kips]
|
|
|
|
|
|
|
|
|
|
|
|
Anchor Rod Shear Resistance
|
|
|
|
|
|
|
ACI 318-11
|
|
|
f v,sVsa
|
=
|
f v,s Ase futa
|
=
|
18.67
|
[kips]
|
D.6.1.2 (a) (D-28) |
| Reduction due to built-up grout pad
|
|
=
|
x 1.0 , not applicable
|
=
|
18.67
|
[kips]
|
D.6.1.3
|
|
|
ratio
|
=
|
0.27
|
>
|
Vu
|
OK
|
|
|
|
|
|
|
|
|
|
|
|
Conc. Shear Breakout Resistance - Perpendicular To Edge |
|
|
|
|
| |
|
|
|
|
|
|
|
|
|
| |
|
|
|
|
|
|
|
| Bolt edge distance |
ca1 |
= |
c1 |
= |
15.00
|
[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
|
= |
15.00
|
[in] |
D.6.2.4 |
| |
1.5ca1 |
= |
|
= |
22.50
|
[in] |
ACI 318-11
|
| |
Avc |
= |
[min(c2,1.5ca1)+ s2 +min(c4,1.5ca1)]x |
= |
562.5
|
[in2] |
D.6.2.1 |
| |
|
|
min(1.5ca1, ha) |
|
|
|
ACI 318-11
|
| |
Avco |
= |
4.5ca12 |
= |
1012.5
|
[in2] |
D.6.2.1 (D-32) |
| |
Avc |
= |
min ( Avc, 1x Avco ) |
= |
562.5
|
[in2] |
D.6.2.1 |
| |
le |
= |
min( 8da , hef ) |
= |
6.00
|
[in] |
D.6.2.2 |
| |
Vb1 |
= |
|
= |
38.49
|
[kips] |
D.6.2.2 (D-33) |
| |
Vb2 |
= |
|
= |
37.70
|
[kips] |
D.6.2.2 (D-34) |
| |
Vb |
= |
min( Vb1 , Vb2 ) |
= |
37.70
|
[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 ] |
= |
1.22
|
|
D.6.2.8 |
| |
|
|
|
|
|
|
ACI 318-11
|
| Conc shear breakout resistance |
Vcb |
= |
|
fv,c |
Avc |
Ψec,v Ψed,v Ψc,v Ψh,v Vb |
| Avco |
|
= |
20.78
|
[kips] |
D.6.2.1 (D-31) |
| - perpendicular to edge |
|
|
|
|
|
|
|
| |
ratio |
= |
0.24
|
>
|
Vu |
OK
|
|
| |
|
|
|
|
|
|
|
| Conc. Shear Breakout Resistance - Parallel To Edge |
|
|
|
|
| |
|
|
|
|
|
|
|
| Bolt edge distance |
ca1 |
= |
min(c2 , c4) |
= |
15.00
|
[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
|
= |
15.00
|
[in] |
D.6.2.4 |
| |
1.5ca1 |
= |
|
= |
22.50
|
[in] |
ACI 318-11
|
| |
Avc |
= |
[min(c1,1.5ca1) + s1+ min(c3,1.5ca1)]x |
= |
562.5
|
[in2] |
D.6.2.1 |
| |
|
|
min(1.5ca1, ha) |
|
|
|
ACI 318-11
|
| |
Avco |
= |
4.5ca12 |
= |
1012.5
|
[in2] |
D.6.2.1 (D-32) |
| |
Avc |
= |
min ( Avc, nbd Avco ) |
= |
562.5
|
[in2] |
D.6.2.1 |
| |
le |
= |
min( 8da , hef ) |
= |
6.00
|
[in] |
D.6.2.2 |
| |
Vb1 |
= |
|
= |
38.49
|
[kips] |
D.6.2.2 (D-33) |
| |
Vb2 |
= |
|
= |
37.70
|
[kips] |
D.6.2.2 (D-34) |
| |
Vb |
= |
min( Vb1 , Vb2 ) |
= |
37.70
|
[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 ] |
= |
1.22
|
|
D.6.2.8 |
| |
|
|
|
|
|
|
ACI 318-11
|
| Conc shear breakout resistance |
Vcb-p |
= |
| 2xfv,c |
Avc |
Ψec,v Ψed,v Ψc,v Ψh,v Vb |
| Avco |
|
= |
46.18
|
[kips] |
D.6.2.1 (D-31) |
| - parallel to edge |
|
|
|
|
|
|
D.6.2.1 (c) |
| |
ratio |
= |
0.11
|
>
|
Vu |
OK
|
|
| |
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Conc. Pryout Shear Resistance
|
|
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|
|
|
|
ACI 318-11
|
| |
kcp |
= |
2.0
|
|
|
|
D.6.3.1 |
| Factored shear pryout resistance |
fv,cVcp |
= |
fv,c kcp Ncb |
= |
81.10
|
[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
|
=
|
60.83
|
[kips]
|
D.3.3.4.4
|
|
|
ratio
|
=
|
0.08
|
>
|
Vu |
OK
|
|
|
|
|
|
|
|
|
|
|
|
Govern Shear Resistance
|
Vr
|
=
|
min ( fVsa , fVcb , fVcb-p , fVcp ) |
=
|
18.67
|
[kips]
|
|
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|
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|
|
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
|
=
|
0.85
|
|
D.7.3 (D-42)
|
|
|
ratio
|
=
|
0.71
|
<
|
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)
|
|
|
|
|
|
|
|
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|
|
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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|
|
|
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|
|
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
|
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|