50 Column Slab Moment Shear Transfer
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SLAB-COLUMN MOMENT SHEAR TRANSFER
Page 50 - 1
50
TANK SUPPORT
Christy 7:14 08/31/09
Column Moment Transfer to Deck At column 39 to 139 Seismic ENGINEERING with the SPREADSHEET Copyright 2006 American Society of Civil Engineers A
B
C
SHEAR L1 L2 dia
14 ft 14 ft 24.0 in
Ln
12.0 ft
d b1
36.0 in 60.0 in
bo
188 in
Mu req Vu req Vc Ф Ф vn
Vs
D
E
21562346.xls F
G
I
J
K
L
M
N
circular column L2
Slab Beam
shear cone perimeter ACI 11.12.1.2 perimeter needs not to approach the periphery of the loaded area closer than d/2
c2 1174 k-ft_ult 460 k_ult 1459 k as defined in ACI 11.12.2.1 per 11.12.6.2 Note: Get Vc from punching shear calculations. 0.85 unitless strength reduction factor 0.183 ksi members without shear reinforcement ACI 11.12.6.2 (11-40) 0.85 * 1,459 /(188 * 36.0) 0.0 k
H
L2
row 30 c1
Ln L1
L1
Figure 50-1 FRAMING LAYOUT PLAN additional shear capacity due to stirrups and bent-up bars
Ф vn
0.183 ksi
Ф vn = vu 0.85 * (1,459.0 + 0.0) /(188.5 * 36.0)
vu max
0.183 ksi_ult
maximum shear stress allowed
row 40
Jc Jc
1296000 466560 3888000 5650560 in4
Ac
6786 in2
γf
0.60 ratio
36.0 * (24.0 + 36.0)^3 /6 (24.0 + 36.0) * 36.0^3 /6 36.0 * (24.0 + 36.0) * (24.0 + 36.0)^2 /2 polar moment of inertia
Lateral force
Figure 50-2 -- The column-slab joint applied force and reaction.
punching shear area 188.5 * 36.0 % of moment transfered by flexure ACI 13.5.3.2 (13-1) 1 /(1 + 2/3 * √ 1.0 /1.0
γv
0.40 ratio
row 50
V - Shear
% of moment transfered by shear ACI 11.12.6.1 (11-41) 1 - 0.60
vu transfer
0.073 ksi
Vu
157.2 k_ult
vu punching
0.068 ksi_ult
vu sum
0.141 ksi_ult
moment transfered by shear Vu / A c + γv M u b 1 / Jc Moment 460.0 /6,786 + 0.40 * 1,174.0 * 60.0 /5,650,560 Figure 50-3 -- Shear stress at the critical section. 0.073 * 36.0 * 60.0 Note: This is similar to: P/A + Mc/I 460.0 /6,786 required
vu transfer + vu punching required 0.068 + 0.073 OK 0.141 required < 0.183 allowed vu b1 d punching shear at critical face 303.6 k_ult 0.141 * 60.0 * 36.0 row 70
Page 50 - 2
21562346.xls
Page 50 - 3 50
21562346.xls
Page 50 - 4
21562346.xls
Page 50 - 1
50
TANK SUPPORT
Christy 7:14 08/31/09
Column Moment Transfer to Deck At column 39 to 139 Seismic ENGINEERING with the SPREADSHEET Copyright 2006 American Society of Civil Engineers A
B
C
SHEAR L1 L2 dia
14 ft 14 ft 24.0 in
Ln
12.0 ft
d b1
36.0 in 60.0 in
bo
188 in
Mu req Vu req Vc Ф Ф vn
Vs
D
E
21562346.xls F
G
I
J
K
L
M
N
circular column L2
Slab Beam
shear cone perimeter ACI 11.12.1.2 perimeter needs not to approach the periphery of the loaded area closer than d/2
c2 1174 k-ft_ult 460 k_ult 1459 k as defined in ACI 11.12.2.1 per 11.12.6.2 Note: Get Vc from punching shear calculations. 0.85 unitless strength reduction factor 0.183 ksi members without shear reinforcement ACI 11.12.6.2 (11-40) 0.85 * 1,459 /(188 * 36.0) 0.0 k
H
L2
row 30 c1
Ln L1
L1
Figure 50-1 FRAMING LAYOUT PLAN additional shear capacity due to stirrups and bent-up bars
Ф vn
0.183 ksi
Ф vn = vu 0.85 * (1,459.0 + 0.0) /(188.5 * 36.0)
vu max
0.183 ksi_ult
maximum shear stress allowed
row 40
Jc Jc
1296000 466560 3888000 5650560 in4
Ac
6786 in2
γf
0.60 ratio
36.0 * (24.0 + 36.0)^3 /6 (24.0 + 36.0) * 36.0^3 /6 36.0 * (24.0 + 36.0) * (24.0 + 36.0)^2 /2 polar moment of inertia
Lateral force
Figure 50-2 -- The column-slab joint applied force and reaction.
punching shear area 188.5 * 36.0 % of moment transfered by flexure ACI 13.5.3.2 (13-1) 1 /(1 + 2/3 * √ 1.0 /1.0
γv
0.40 ratio
row 50
V - Shear
% of moment transfered by shear ACI 11.12.6.1 (11-41) 1 - 0.60
vu transfer
0.073 ksi
Vu
157.2 k_ult
vu punching
0.068 ksi_ult
vu sum
0.141 ksi_ult
moment transfered by shear Vu / A c + γv M u b 1 / Jc Moment 460.0 /6,786 + 0.40 * 1,174.0 * 60.0 /5,650,560 Figure 50-3 -- Shear stress at the critical section. 0.073 * 36.0 * 60.0 Note: This is similar to: P/A + Mc/I 460.0 /6,786 required
vu transfer + vu punching required 0.068 + 0.073 OK 0.141 required < 0.183 allowed vu b1 d punching shear at critical face 303.6 k_ult 0.141 * 60.0 * 36.0 row 70
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21562346.xls
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21562346.xls
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