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ANCHOR BOLT DESIGN
|
Combined Tension and Shear
|
|
|
Result Summary
|
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|
|
|
|
|
|
|
|
Anchor Rod Embedment, Spacing and Edge Distance
|
|
|
|
Warn
|
|
Overall
|
|
|
|
|
ratio
|
=
|
0.83
|
OK
|
|
Seismic Design
|
|
|
|
|
Tension
|
=
|
|
NG
|
|
|
|
|
|
|
Shear
|
=
|
|
OK
|
|
|
Design Code Reference
|
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|
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|
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|
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|
Anchor bolt design based on
|
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|
Code Abbreviation
|
CSA A23.3-14 Design of Concrete Structures Annex D
|
CSA A23.3-14
|
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
|
Anchor Bolt Data
|
|
|
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|
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|
|
|
Factored tensile force
|
Nu
|
=
|
|
[kN]
|
|
|
|
Factored shear force
|
Vu
|
=
|
|
[kN]
|
|
|
|
Concrete strength
|
f'c
|
=
|
|
[MPa]
|
|
|
|
Anchor bolt material
|
|
=
|
|
|
|
|
|
|
Anchor tensile strength
|
futa
|
=
|
400
|
[MPa]
|
|
|
|
|
CSA A23.3-14
|
|
|
|
Anchor is ductile steel element
|
|
|
|
D.2
|
Anchor bolt diameter
|
da
|
=
|
|
[in]
|
|
=
|
25.4
|
[mm]
|
|
Anchor bolt has sleeve
|
|
=
|
|
|
|
|
|
|
PIP STE05121
|
|
|
|
|
|
|
|
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|
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]
|
|
|
|
|
CSA A23.3-14
|
ci ≥ 1.5hef for at least two edges to avoid reducing of
hef when Nu > 0
|
|
OK
|
|
D.6.2.3
|
Anchor bolt adjusted hef for design
|
hef
|
=
|
|
[mm]
|
305
|
|
OK
|
|
D.6.2.3
|
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
|
|
|
|
|
|
|
|
|
|
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|
|
|
|
|
|
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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
|
=
|
|
|
|
|
|
|
|
Number of anchor at bolt line 2
|
n2
|
=
|
|
|
|
|
|
|
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|
|
|
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|
|
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|
|
For conc side-face blowout check use
|
|
|
|
|
|
|
|
|
No of anchor bolt along width edge
|
nbw
|
=
|
|
|
|
|
|
|
|
No of anchor bolt along depth edge
|
nbd
|
=
|
|
|
|
|
|
|
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|
|
|
|
|
|
|
No of anchor bolt carrying tension
|
nt
|
=
|
|
|
|
|
|
|
|
No of anchor bolt carrying shear
|
ns
|
=
|
|
|
|
|
|
|
|
Oversized holes in base plate ?
|
|
=
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
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|
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
|
=
|
|
|
|
|
|
|
CSA A23.3-14
|
Supplementary reinforcement
|
|
|
|
|
|
|
|
|
|
For tension
|
|
=
|
|
Condition A
|
|
|
|
D.5.3 c)
|
For shear
|
Yc,v
|
=
|
|
Condition A
|
|
|
|
D.7.2.7
|
|
|
|
|
|
|
|
|
|
CSA A23.3-14
|
Provide built-up grout pad ?
|
|
=
|
|
|
|
|
|
|
D.7.1.3
|
Concrete cracking
|
|
=
|
|
|
|
|
|
D.6.2.6, D.6.3.6, D.7.2.7
|
|
|
|
|
|
|
|
|
|
CSA A23.3-14
|
Seismic design IEFaSa(0.2) ≥0.35
|
|
=
|
|
|
|
|
|
|
D.4.3.3
|
Anchor bolt load E <= 0.2U
|
Tensile
|
=
|
|
|
Shear
|
=
|
|
|
D.4.3.5.1 & D.4.3.6.1
|
Anchor bolt satisfies opion
|
Tensile
|
=
|
|
Shear
|
=
|
|
D.4.3.5.3 & D.4.3.6.3
|
|
|
|
|
|
|
|
|
|
|
Strength reduction factors
|
|
|
|
|
|
|
|
|
CSA A23.3-14
|
Concrete
|
fc
|
=
|
0.65
|
|
|
|
|
|
8.4.2
|
Steel anchor and reinforcing bar
|
fs
|
=
|
0.85
|
|
Rar
|
=
|
0.85
|
|
8.4.3 a) D.6.2.9 D.7.2.9
|
Anchor rod - ductile steel
|
Rt,s
|
=
|
0.80
|
|
Rv,s
|
=
|
0.75
|
|
D.5.3 a)
|
Concrete
|
Rt,c
|
=
|
1.15 Cdn-A
|
Rv,c
|
=
|
1.15 Cdn-A
|
D.5.3 c)
|
|
CONCLUSION
|
|
|
|
|
|
|
|
|
|
Anchor Rod Embedment, Spacing and Edge Distance
|
|
|
|
Warn
|
|
Overall
|
ratio
|
=
|
0.83
|
OK
|
|
Tension
|
|
|
|
|
|
Anchor Rod Tensile Resistance
|
ratio
|
=
|
0.16
|
OK
|
|
Concrete Tensile Breakout Resistance
|
ratio
|
=
|
0.35
|
OK
|
|
Anchor Pullout Resistance
|
ratio
|
=
|
0.12
|
OK
|
|
Side Blowout Resistance
|
ratio
|
=
|
0.00
|
NA
|
|
Shear
|
|
|
|
|
|
Anchor Rod Shear Resistance
|
ratio
|
=
|
0.35
|
OK
|
|
Concrete Shear Breakout Resistance - Perpendicular To Edge
|
ratio
|
=
|
0.65
|
OK
|
|
Concrete Shear Breakout Resistance - Parallel To Edge
|
ratio
|
=
|
0.16
|
OK
|
|
Concrete Pryout Shear Resistance
|
ratio
|
=
|
0.20
|
OK
|
|
Tension Shear Interaction
|
|
|
|
|
|
Tension Shear Interaction
|
ratio
|
=
|
0.83
|
OK
|
|
|
|
|
|
|
|
Seismic Design
|
|
|
|
|
CSA A23.3-14
|
Tension
|
Applicable
|
|
|
|
NG
|
D.4.3.5
|
Option A is NOT satisfied
|
|
|
Seismic IEFaSa(0.2)>=0.35 and E>0.2U , Option A is selected to satisfy additional seismic requirements as per D.4.3.5.3
|
|
|
|
|
|
|
|
|
|
|
|
|
Shear
|
Applicable
|
|
|
|
OK
|
D.4.3.6
|
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
|
|
|
|
Assumptions
|
CSA A23.3-14
|
1. Concrete is cracked
|
D.6.2.6, D.6.3.6, D.7.2.7
|
2. Condition A - supplementary reinforcement provided
|
D.5.3 c)
|
3. Anchors shall be designed for factored load combinations specified in CSA A23.3-14
clause 8
|
D.4.2
|
4. Tensile load acts through center of bolt group Yec,N
=1.0
|
D.6.2.4
|
5. Shear load acts through center of bolt group Yec,V
=1.0
|
D.7.2.5
|
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
|
|
|
|
|
|
|
|
|
CSA A23.3-14
|
|
Nsar
|
=
|
fs nt Ase futa
Rt,s |
=
|
425.3
|
[kN]
|
D.6.1.2 Eq D.2
|
|
ratio
|
=
|
0.16
|
>
|
Nu
|
OK
|
|
|
|
|
|
|
|
|
|
Concrete Tensile Breakout Resistance
|
|
|
|
CSA A23.3-14
|
|
Nbr
|
=
|
10fc√fchef1.5Rtc
hef<275 or hef>625
|
=
|
241.1
|
[kN]
|
D.6.2.2 Eq D.6
|
|
|
|
3.9 fc √fc hef(5/3) Rtc
275≤ hef ≤625
|
|
|
|
D.6.2.2 Eq D.7
|
Projected conc failure areaa
|
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]
|
D.6.2.1
Eq D.5
|
|
ANC
|
=
|
min ( ANC, nt ANCO )
|
=
|
9.3E+05
|
[mm2]
|
D.6.2.1
|
Min edge distance
|
cmin
|
=
|
min( c1, c2, c3, c4
)
|
=
|
380
|
[mm]
|
|
Eccentricity effects
|
Ψec,N
|
=
|
1.0 for no eccentric load
|
|
|
|
D.6.2.4
|
Edge effects
|
Ψed,N
|
=
|
min[ (0.7+0.3cmin/1.5hef), 1.0 ]
|
=
|
0.95
|
|
D.6.2.5
|
Concrete cracking
|
Ψc,N
|
=
|
1 for cracked concrete
|
|
|
|
D.6.2.6
|
Concrete splitting
|
Ψcp,N
|
=
|
1.00 for cast-in anchor
|
|
|
|
D.6.2.7
|
|
|
|
|
|
|
|
|
Concrete breakout resistance
|
Ncbgr
|
=
|
ANC
|
Ψec,N Ψed,N Ψc,N Ψcp,N Nbr
|
ANCO
|
|
=
|
253.2
|
[kN]
|
D.6.2.1 Eq D.4 |
|
|
|
|
|
|
|
|
Seismic design strength reduction
|
|
=
|
x 0.75 applicable
|
=
|
189.9
|
[kN]
|
D.4.3.5.4
|
|
ratio
|
=
|
0.35
|
>
|
Nu
|
OK
|
|
|
|
|
|
|
|
|
|
Anchor Pullout Resistance
|
|
|
|
|
|
|
CSA A23.3-14
|
Single bolt pullout resistance
|
Npr
|
=
|
8 Abrg fc fc' Rt,c
|
=
|
180.3
|
[kN]
|
D.6.3.4 Eq D.16
|
|
Ncpr
|
=
|
nt Ψc,p Npr
|
=
|
721.1
|
[kN]
|
D.6.3.1 Eq D.15
|
|
Ψc,p
|
=
|
1.00 for cracked concrete
|
|
|
|
D.6.3.6
|
|
Rt,c
|
=
|
1.00
|
pullout strength is always Condition B
|
D.5.3 c)
|
Seismic design strength reduction
|
|
=
|
x 0.75 applicable
|
=
|
540.8
|
[kN]
|
D.4.3.5.4
|
|
ratio
|
=
|
0.12
|
>
|
Nu
|
OK
|
|
|
|
|
|
|
|
|
|
Side Blowout Resistance
|
|
|
|
|
|
|
|
Failure Along Pedestal Width Edge
|
|
|
|
|
|
|
CSA A23.3-14
|
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]
|
|
|
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
|
D.6.4.1
|
|
|
|
|
|
|
|
|
Failure Along Pedestal Depth Edge
|
|
|
|
|
|
|
CSA A23.3-14
|
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]
|
|
|
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
|
D.6.4.1
|
|
|
|
|
|
|
|
|
Group side blowout resistance
|
Nsbgr
|
=
|
|
=
|
0.0
|
[kN]
|
|
|
|
|
|
|
|
|
|
Govern Tensile Resistance
|
Nr
|
=
|
min ( Nsar,
Ncbgr, Ncpr, Nsbgr )
|
=
|
189.9
|
[kN]
|
|
|
|
|
|
|
|
|
|
Anchor Rod Shear Resistance
|
|
|
|
|
|
|
CSA A23.3-14
|
|
Vsar
|
=
|
fs ns 0.6 Ase futa
Rv,s
|
=
|
239.2
|
[kN]
|
D.7.1.2 b) Eq D.31
|
Reduction due to built-up grout pad
|
|
=
|
x 0.8 , applicable
|
=
|
191.4
|
[kN]
|
D.7.1.3
|
|
ratio
|
=
|
0.35
|
>
|
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]
|
CSA A23.3-14
|
Limiting ca1 when anchors are influenced by 3 or more edges
|
=
|
No
|
|
D.7.2.4
|
Bolt edge distance - adjusted
|
c1
|
=
|
ca1 needs NOT to be adjusted
|
=
|
380
|
[mm]
|
D.7.2.4
|
|
c2
|
=
|
|
=
|
380
|
[mm]
|
|
|
1.5c1
|
=
|
|
=
|
570
|
[mm]
|
CSA A23.3-14
|
|
Avc
|
=
|
[min(c2,1.5c1) + s2 + min(c4,1.5c1)]x
|
=
|
4.1E+05
|
[mm2]
|
D.7.2.1
|
|
|
|
min(1.5c1, ha)
|
|
|
|
CSA A23.3-14
|
|
Avco
|
=
|
4.5c12
|
=
|
6.5E+05
|
[mm2]
|
D.7.2.1 Eq D.34
|
|
Avc
|
=
|
min ( Avc, n1 Avco )
|
=
|
4.1E+05
|
[mm2]
|
D.7.2.1
|
|
le
|
=
|
min( 8da , hef )
|
=
|
203
|
[mm]
|
D.7.2.2 a)
|
|
Vb1
|
=
|
|
=
|
146.8
|
[kN]
|
D.7.2.2 a) Eq D.35
|
|
Vb2
|
=
|
|
=
|
124.2
|
[kN]
|
D.7.2.2 b) Eq D.36
|
|
Vb
|
=
|
min( Vb1 , Vb2 )
|
=
|
124.2
|
[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+0.3c2/1.5c1), 1.0 ]
|
=
|
0.90
|
|
D.7.2.6
Eq D.41 |
Concrete cracking
|
Ψc,v
|
=
|
concrete is cracked
|
=
|
1.20
|
|
D.7.2.7
|
Member thickness
|
Ψh,v
|
=
|
max[ (sqrt(1.5c1 / ha) , 1.0 ]
|
=
|
1.22
|
|
D.7.2.8
|
|
|
|
|
|
|
|
CSA A23.3-14
|
Conc shear breakout resistance
|
Vcbg
|
=
|
Avc
|
Ψec,v Ψed,v Ψc,v Ψh,v Vb
|
Avco
|
|
=
|
103.3
|
[kN]
|
D.7.2.1 Eq D.33 |
Mode 3 is used for checking
|
Vcbg1
|
=
|
1.0 x Vcbg
|
=
|
103.3
|
[kN]
|
|
|
|
|
|
|
|
|
|
Mode 2 Failure cone at back anchors
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
Bolt edge distance
|
ca1
|
=
|
c1 + s1
|
=
|
505
|
[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
|
=
|
423
|
[mm]
|
D.7.2.4
|
|
c2
|
=
|
|
=
|
380
|
[mm]
|
|
|
1.5ca1
|
=
|
|
=
|
635
|
[mm]
|
CSA A23.3-14
|
|
Avc
|
=
|
[min(c2,1.5ca1)+ s2 + min(c4,1.5ca1)]x
|
=
|
4.3E+05
|
[mm2]
|
D.7.2.1
|
|
|
|
min(1.5ca1, ha)
|
|
|
|
CSA A23.3-14
|
|
Avco
|
=
|
4.5ca12
|
=
|
8.1E+05
|
[mm2]
|
D.7.2.1 Eq D.34
|
|
Avc
|
=
|
min ( Avc, n2 Avco )
|
=
|
4.3E+05
|
[mm2]
|
D.7.2.1
|
|
le
|
=
|
min( 8da , hef )
|
=
|
203
|
[mm]
|
D.7.2.2 a)
|
|
Vb1
|
=
|
|
=
|
172.6
|
[kN]
|
D.7.2.2 a) Eq D.35
|
|
Vb2
|
=
|
|
=
|
146.1
|
[kN]
|
D.7.2.2 b) Eq D.36
|
|
Vb
|
=
|
min( Vb1 , Vb2 )
|
=
|
146.1
|
[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 ]
|
=
|
0.88
|
|
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 ]
|
=
|
1.29
|
|
D.7.2.8
|
|
|
|
|
|
|
|
CSA A23.3-14
|
Conc shear breakout resistance
|
Vcbg2
|
=
|
Avc
|
Ψec,v Ψed,v Ψc,v Ψh,v Vb
|
Avco
|
|
=
|
107.1
|
[kN]
|
D.7.2.1 Eq D.33 |
|
|
|
|
|
|
|
|
Min shear breakout resistance
|
Vcbgr
|
=
|
min ( Vcbg1 , Vcbg2 )
|
=
|
103.3
|
[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]
|
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
|
=
|
380
|
[mm]
|
D.7.2.4
|
|
1.5ca1
|
=
|
|
=
|
570
|
[mm]
|
CSA A23.3-14
|
|
Avc
|
=
|
[min(c1,1.5ca1) + s1+ min(c3,1.5ca1)]x
|
=
|
4.1E+05
|
[mm2]
|
D.7.2.1
|
|
|
|
min(1.5ca1, ha)
|
|
|
|
CSA A23.3-14
|
|
Avco
|
=
|
4.5ca12
|
=
|
6.5E+05
|
[mm2]
|
D.7.2.1 Eq D.34
|
|
Avc
|
=
|
min ( Avc, nbd Avco )
|
=
|
4.1E+05
|
[mm2]
|
D.7.2.1
|
|
le
|
=
|
min( 8da , hef )
|
=
|
203
|
[mm]
|
D.7.2.2 a)
|
|
Vb1
|
=
|
|
=
|
146.8
|
[kN]
|
D.7.2.2 a) Eq D.35
|
|
Vb2
|
=
|
|
=
|
124.2
|
[kN]
|
D.7.2.2 b) Eq D.36
|
|
Vb
|
=
|
min( Vb1 , Vb2 )
|
=
|
124.2
|
[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 ]
|
=
|
1.22
|
|
D.7.2.8
|
|
|
|
|
|
|
|
CSA A23.3-14
|
Conc shear breakout resistance
|
Vcbg-p1
|
=
|
2x
|
Avc
|
Ψec,v Ψed,v Ψc,v Ψh,v Vb
|
Avco
|
|
=
|
229.6
|
[kN]
|
D.7.2.1 Eq D.33 |
|
|
|
|
|
|
|
D.7.2.1 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]
|
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
|
=
|
380
|
[mm]
|
D.7.2.4
|
|
1.5ca1
|
=
|
|
=
|
570
|
[mm]
|
CSA A23.3-14
|
|
Avc
|
=
|
[min(s1+c1,1.5ca1) +min(c3,1.5ca1)]x
|
=
|
4.1E+05
|
[mm2]
|
D.7.2.1
|
|
|
|
min(1.5ca1, ha)
|
|
|
|
CSA A23.3-14
|
|
Avco
|
=
|
4.5ca12
|
=
|
6.5E+05
|
[mm2]
|
D.7.2.1 Eq D.34
|
|
Avc
|
=
|
min ( Avc, nbd Avco )
|
=
|
4.1E+05
|
[mm2]
|
D.7.2.1
|
|
le
|
=
|
min( 8da , hef )
|
=
|
203
|
[mm]
|
D.7.2.2 a)
|
|
Vb1
|
=
|
|
=
|
146.8
|
[kN]
|
D.7.2.2 a) Eq D.35
|
|
Vb2
|
=
|
|
=
|
124.2
|
[kN]
|
D.7.2.2 b) Eq D.36
|
|
Vb
|
=
|
min( Vb1 , Vb2 )
|
=
|
124.2
|
[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 ]
|
=
|
1.22
|
|
D.7.2.8
|
|
|
|
|
|
|
|
CSA A23.3-14
|
Conc shear breakout resistance
|
Vcbg-p2
|
=
|
2x
|
Avc
|
Ψec,v Ψed,v Ψc,v Ψh,v Vb
|
Avco
|
|
=
|
229.6
|
[kN]
|
D.7.2.1 Eq D.33 |
|
|
|
|
|
|
|
D.7.2.1 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]
|
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
|
=
|
380
|
[mm]
|
D.7.2.4
|
|
1.5ca1
|
=
|
|
=
|
570
|
[mm]
|
CSA A23.3-14
|
|
Avc
|
=
|
[min(c1,1.5ca1) + min(s1+c3,1.5ca1)]x
|
=
|
3.6E+05
|
[mm2]
|
D.7.2.1
|
|
|
|
min(1.5ca1, ha)
|
|
|
|
CSA A23.3-14
|
|
Avco
|
=
|
4.5ca12
|
=
|
6.5E+05
|
[mm2]
|
D.7.2.1 Eq D.34
|
|
Avc
|
=
|
min ( Avc, nbd Avco )
|
=
|
3.6E+05
|
[mm2]
|
D.7.2.1
|
|
le
|
=
|
min( 8da , hef )
|
=
|
203
|
[mm]
|
D.7.2.2 a)
|
|
Vb1
|
=
|
|
=
|
146.8
|
[kN]
|
D.7.2.2 a) Eq D.35
|
|
Vb2
|
=
|
|
=
|
124.2
|
[kN]
|
D.7.2.2 b) Eq D.36
|
|
Vb
|
=
|
min( Vb1 , Vb2 )
|
=
|
124.2
|
[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 ]
|
=
|
1.22
|
|
D.7.2.8
|
|
|
|
|
|
|
|
CSA A23.3-14
|
Conc shear breakout resistance
|
Vcbg-p3
|
=
|
2x
|
Avc
|
Ψec,v Ψed,v Ψc,v Ψh,v Vb
|
Avco
|
|
=
|
202.9
|
[kN]
|
D.7.2.1 Eq D.33 |
|
|
|
|
|
|
|
D.7.2.1 c)
|
Min shear breakout resistance
|
Vcbg-pr
|
=
|
min(Vcbg-p1 ,Vcbg-p2 , Vcbg-p3 )x2 side
|
=
|
405.8
|
[kN]
|
|
shear parallel to edge
|
|
|
|
|
|
|
|
|
ratio
|
=
|
0.16
|
>
|
Vu
|
OK
|
|
|
|
|
|
|
|
|
|
Conc. Pryout Shear Resistance
|
|
|
|
|
|
|
CSA A23.3-14
|
|
kcp
|
=
|
2.0
|
|
|
|
D.7.3 |
Factored shear pryout resistance
|
Vcpgr
|
=
|
kcp Ncbgr
|
=
|
440.3
|
[kN]
|
D.7.3 Eq D.45 |
|
Rv,c
|
=
|
1.0 pryout strength is always Condition B
|
|
D.5.3 c)
|
|
|
|
|
|
|
|
|
Seismic design strength reduction
|
|
=
|
x 0.75 applicable
|
=
|
330.2
|
[kN]
|
D.4.3.5.4
|
|
ratio
|
=
|
0.20
|
>
|
Vu
|
OK
|
|
|
|
|
|
|
|
|
|
Govern Shear Resistance
|
Vr
|
=
|
min ( Vsar , Vcbgr ,
Vcbg-pr , Vcpgr
)
|
=
|
103.3
|
[kN]
|
|
|
|
|
|
|
|
|
|
Tension Shear Interaction
|
|
|
|
|
|
|
CSA A23.3-14
|
Check if Nu >0.2f Nn and Vu
>0.2f Vn
|
=
|
Yes
|
|
|
|
D.8.2 & D.8.3
|
|
|
|
Nu / f Nn + Vu / f Vn
|
=
|
1.00
|
|
D.8.4 Eq D.46
|
|
ratio
|
=
|
0.83
|
<
|
1.2
|
OK
|
|
|
|
|
|
|
|
|
|
Seismic Design
|
|
|
|
|
|
|
|
Tension
|
|
|
Applicable
|
|
|
NG
|
|
Option A is selected.
|
CSA A23.3-14
|
The program will flag OK if D.4.3.5.3 a) i) section 1) ~ 2) are met and the ductile
anchor steel strength
has the highest utilization ratio. User has to verify the conditions in D.4.3.5.3
a) ii) section 1) ~ 4), as applicable, are met.
|
D.4.3.5.3 a)
|
|
|
|
|
|
|
|
|
Anchor probable steel strength
|
fya |
=
|
248.2
|
[MPa]
|
Ag Ry fya |
=
|
553.4
|
[kN] |
D.4.3.5.3 a)
i) |
Nominal conc governed strength
|
Ncbg
|
=
|
338.7
|
[kN]
|
Ncp
|
=
|
1109.4
|
[kN]
|
|
|
Nsbg
|
=
|
0.0
|
[kN]
|
|
|
|
|
|
Nu / min( Ncbg , Ncp , Nsbg
)
|
=
|
0.20
|
|
Nu / AgRyfya
|
=
|
0.12
|
|
|
|
|
|
|
|
<
|
0.20
|
NG
|
|
|
|
|
|
|
|
|
|
|
|
Option A is NOT satisfied
|
|
|
|
|
|
|
|
|
|
|
|
|
Seismic IEFaSa(0.2)>=0.35 and E>0.2U , Option A is selected to satisfy additional seismic requirements as per D.4.3.5.3
|
|
|
|
|
|
|
|
|
|
|
Shear
|
|
|
Applicable
|
|
|
OK
|
|
Option C is selected.
|
|
|
|
|
|
|
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)
|
|
|
|
|
|
|
|
|
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
|
|
|
|
|
|
|
|
|
|
|
|
|
|