|
|
|
|
|
|
|
|
|
|
|
ANCHOR BOLT DESIGN |
Combined Tension and Shear
|
|
|
Result Summary
|
|
|
|
|
|
|
|
|
|
Anchor Rod Embedment, Spacing and Edge Distance
|
|
|
|
Warn
|
|
Overall
|
|
|
|
|
ratio
|
=
|
0.84
|
OK
|
|
Seismic Design
|
|
|
|
|
Tension
|
=
|
|
NG
|
|
|
|
|
|
|
Shear
|
=
|
|
OK
|
|
|
Design Code Reference
|
|
|
|
|
|
|
|
|
|
Anchor bolt design based on
|
|
|
|
|
|
|
|
|
Code Abbreviation
|
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
|
|
|
|
|
|
|
|
|
|
Code Reference
|
Anchor Bolt Data
|
|
|
|
|
|
|
|
|
|
|
Factored tensile force
|
Nu
|
=
|
|
[kN]
|
|
|
|
Factored shear force
|
Vu
|
=
|
|
[kN]
|
|
|
|
Concrete strength
|
f'c
|
=
|
|
[MPa]
|
Error: the conc strength shall be 10~70 MPa
|
|
|
Anchor bolt material
|
|
=
|
|
|
|
|
|
|
Anchor tensile strength
|
futa
|
=
|
400
|
[MPa]
|
|
|
|
|
ACI 318M-14
|
|
|
|
Anchor is ductile steel element
|
|
|
|
2.3 & 17.3.3 (a)
|
Anchor bolt diameter
|
da
|
=
|
|
[in]
|
|
=
|
25.4
|
[mm] |
|
Anchor bolt has sleeve
|
|
=
|
|
|
|
|
|
|
PIP STE05121
|
|
|
|
|
|
|
|
|
|
|
Anchor bolt edge distance c1
|
c1
|
=
|
|
[mm]
|
114
|
|
OK
|
|
Page A -1 Table 1
|
Anchor bolt edge distance c2
|
c2
|
=
|
|
[mm]
|
114
|
|
OK
|
|
|
Anchor bolt edge distance c3
|
c3
|
=
|
|
[mm]
|
114
|
|
OK
|
|
|
Anchor bolt edge distance c4
|
c4
|
=
|
|
[mm]
|
114
|
|
OK
|
|
|
|
|
|
|
|
|
|
|
|
|
Anchor bolt embedment depth
|
hef
|
=
|
|
[mm]
|
|
|
|
|
ACI 318M-14
|
ci ≥ 1.5hef for at least two edges to avoid reducing of hef when Nu > 0 |
|
OK
|
|
17.4.2.3 |
Anchor bolt adjusted hef for design |
hef |
= |
|
[mm]
|
305
|
|
OK
|
|
17.4.2.3 |
Concrete thickness |
ha
|
=
|
|
[mm]
|
381
|
|
Warn
|
|
|
|
|
|
|
|
|
|
|
|
PIP STE05121
|
Outermost bolt line spacing s1
|
s1
|
=
|
|
[mm]
|
102
|
|
OK
|
|
Page A -1 Table 1
|
Outermost bolt line spacing s2
|
s2
|
=
|
|
[mm]
|
102
|
|
OK
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
For conc shear breakout check use
|
|
|
|
|
|
|
|
|
|
Number of anchor at bolt line 1 |
n1 |
=
|
|
|
|
|
|
|
|
Number of anchor at bolt line 2 |
n2 |
= |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
For conc side-face blowout check use
|
|
|
|
|
|
|
|
|
No of anchor bolt along width edge
|
nbw
|
=
|
|
|
|
|
|
|
|
No of anchor bolt along depth edge
|
nbd
|
=
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
No of anchor bolt carrying tension
|
nt
|
=
|
|
|
|
|
|
|
|
No of anchor bolt carrying shear
|
ns
|
=
|
|
|
|
|
|
|
|
Oversized holes in base plate ? |
|
= |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Anchor bolt head type
|
|
|
|
|
|
Anchor effective cross section area
|
Ase
|
=
|
391
|
[mm2]
|
|
|
|
|
Anchor bolt head bearing area
|
Abrg
|
=
|
|
[mm2]
|
|
|
|
|
|
|
Anchor bolt 1/8" (3mm) corrosion allowance
|
=
|
|
|
|
|
|
|
ACI 318M-14
|
Supplementary reinforcement |
|
|
|
|
|
|
|
|
|
For tension |
|
= |
|
Condition A
|
|
|
|
17.3.3 (c) |
For shear |
Yc,v |
= |
|
Condition A
|
|
|
|
17.5.2.7 |
|
|
|
|
|
|
|
|
|
ACI 318M-14
|
Provide built-up grout pad ?
|
|
=
|
|
|
|
|
|
|
17.5.1.3
|
Concrete cracking |
|
= |
|
|
|
|
|
17.4.2.6, 17.4.3.6, 17.5.2.7 |
|
|
|
|
|
|
|
|
|
ACI 318M-14
|
Seismic design category SDC >= C
|
|
=
|
|
|
|
|
|
|
17.2.3.1
|
Anchor bolt load E <= 0.2U
|
Tensile
|
=
|
|
|
Shear
|
=
|
|
|
17.2.3.4.1 & 17.2.3.5.1
|
Anchor bolt satisfies opion
|
Tensile
|
=
|
|
Shear
|
=
|
|
17.2.3.4.3 & 17.2.3.5.3
|
|
|
|
|
|
|
|
|
|
|
Strength reduction factors
|
|
|
|
|
|
|
|
|
ACI 318M-14
|
Anchor reinforcement
|
fs
|
=
|
0.75
|
|
|
|
|
|
17.4.2.9 & 17.5.2.9
|
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)
|
|
CONCLUSION
|
|
|
|
|
|
|
|
|
|
Anchor Rod Embedment, Spacing and Edge Distance
|
|
|
|
Warn
|
|
Overall
|
ratio
|
=
|
0.84
|
OK
|
|
Tension
|
|
|
|
|
|
Anchor Rod Tensile Resistance
|
ratio
|
=
|
0.14
|
OK
|
|
Concrete Tensile Breakout Resistance |
ratio
|
=
|
0.35
|
OK
|
|
Anchor Pullout Resistance
|
ratio
|
=
|
0.11
|
OK
|
|
Side Blowout Resistance
|
ratio
|
=
|
0.00
|
NA
|
|
Shear
|
|
|
|
|
|
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
|
|
Tension Shear Interaction
|
|
|
|
|
|
Tension Shear Interaction
|
ratio
|
=
|
0.84
|
OK
|
|
|
|
|
|
|
|
Seismic Design
|
|
|
|
|
ACI 318M-14
|
Tension
|
Applicable
|
|
|
|
NG
|
17.2.3.4
|
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
|
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
|
|
|
|
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
|
|
CACULATION
|
|
|
|
|
|
|
|
|
|
Anchor Rod Tensile Resistance
|
|
|
|
|
|
|
|
|
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
|
|
|
|
|
|
|
|
|
|
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
|
|
|
|
|
|
|
|
|
|
|
|
|
|