Design calculation sheet
(ACI-PUNCHING-02_V-0.0)
Project no.: Date: Sheet no.: of Computed by:
Subject:
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Punching Shear at Slab-Column Connections (ACI318-02)
INPUT DATA :
1-Materials :
fc = 28 MPa (Concrete Cylinderical Compressive Strength)
wc = 2400 kg/m3 (Concrete unit weight = 2400 kg/m3 for normal weight concrete)
Ec = 24870 MPa (Concrete Young's Modulus)
fyv = 420 MPa (Yield Strength of Stirrups Reinforcement)
Es = 200000 MPa (Steel Reinforcement Young's Modulus)
2-Concrete Dimensions :
b= 250 mm (Column Short Side)
t= 600 mm (Column Long Side)
St = 250 mm (Slab Thickness)
C= 40 mm (Cover To C.G of Slab Reinf.)
d= 210 mm (Slab Depth)
Mu1
Mu2 Mu2
Mu2
Mu1 Mu1 Mu2
Mu1
3-Column Case :
Column Case : B2
boUSER= N.A mm (User Defined Punching Perimeter; Only for columns not matching any of the above cases otherwise type"N.A")
Ee 0 mm -
- - -
4-Punching Loads :
Col ID.: C1 Col No.: 12
Pu= 355 kN (Ultimate Column Punching Load)
Mu1= -60 kN.m (Unbalanced Moment Between a Slab and a Column about the Column's Weak Inertia)
Mu2= 60 kN.m (Unbalanced Moment Between a Slab and a Column about the Column's Strong Inertia)
(For Floors Ultimate Uniform Load Over The Slab)
Wsu= 19 kN/m2
(For Foundation Ultimate Uniform Stress Beneath Foundation without Direct Loads (Net Contact Stress))
Design calculation sheet
(ACI-PUNCHING-02_V-0.0)
Project no.: 0 Date: 0 Sheet no.: 1 of 0 Computed by: 0
Subject:
Checked by: 0
0
Approved by: 0
PRECALCULATIONS:
1-Properties of the Critical Section for Punching Shear :
bo = 1520 mm (Perimeter of Critical Section For Punching)
Ac = 319200 mm2 (Area Of Critical Section)
βc = 2.4 (Ratio of Long Side to Short Side of The Column)
αc = 30 (Factor For Columnn Location)
a- Properties for Section Resisting Mu1 :
b1 = 355 mm (Length Of Critical Section Side Parallel To Mu1)
b2 = 810 mm (Length Of Critical Section Side Parallel To Mu2)
J/c = 55687538.7 mm3 (Modulus Of Critical Section Resisting Mu1)
b- Properties for Section Resisting Mu2 :
b1 = 810 mm (Length Of Critical Section Side Parallel To Mu2)
b2 = 355 mm (Length Of Critical Section Side Parallel To Mu1)
J/c = 84892500 mm3 (Modulus Of Critical Section Resisting Mu2)
2-Unbalanced Moment Transfer Factors :
a- Transfer Factors for Mu1 : b- Transfer Factors for Mu2 :
γF = 0.694 (Flexure Transfer Factor) γF = 0.498 (Flexure Transfer Factor)
γV = 0.306 (Shear Transfer Factor) γV = 0.502 (Shear Transfer Factor)
CALCULATIONS:
1-Applied Stresses (VU):
VPU = 1.095 MPa
VMU1 = -0.330 MPa VU = VPU + VMU1 + VMU2 = 1.120 MPa
VMU2 = 0.355 MPa
2-Allowable Stresses (Vn):
VC1 = 1.61685 MPa
VC2 = 2.70957 MPa VCmin= 1.6168 MPa
VC3 = 1.76383 MPa
Vn1 = Φ Vcmin =……..= 1.213 MPa (Max. Allowable Shear Strength without Shear Reinf.)
Vn2 = Φ (0.50 X √fc) = 1.984 MPa (Max. Allowable Shear Strength with Shear Reinf.)
Vn1 = Φ (0.60 X √fc) = 2.381 MPa (Max. Allowable Shear Strength with Shear Heads)
Section Is Safe and No Need for Shear Reinf.
Design calculation sheet
(ACI-PUNCHING-02_V-0.0)
Project no.: 0 Date: 0 Sheet no.: 2 of 0 Computed by: 0
Subject:
Checked by: 0
0
Approved by: 0
CALCULATIONS (Cont.):
3-Design for Shear Reinf.:
a- Required Shear Reinf. (Diameter & Spacing) :
S= 100 mm (Stirrups Spacing) -
n= 7 (No. of Stirrup Legs)
AVmin = 120.635 mm2 (Min. Shear Reinf. on The All Sides of The Column)
VC = 0.88192 MPa (Shear Stress Carried By Concrete)
VS = VU/Φ - VC = 0.611 MPa (Shear Stress Carried By Reinf.)
AVrep = 221.152 mm2 (Required Shear Reinf. on The All Sides of The Column)
N= 3 (No. of Column Sheared Sides)
b- Safe Perimeter Out Side Shear Reinf. :
Column Case Is : B2
K1 = 100 mm -
K2V = 310 mm
K2h = 205 mm
Φ VC = 0.66144 MPa (Shear Stress Carried By Concrete)
bO\ = 2436.88 mm (Punching Primeter Outside Shear Reinf.)
Ahi = mm
A i = 858.442 mm
Avi = mm
c- Length Required To Be Covered By Shear Reinf.:
Lsh = ### mm
Required Coverage Length For Shear Reinf.
Measured From d/2 From Column Face In
Lsv = ### mm Both Directions
Lsh + d/2= ### mm
Required Coverage Length For Shear Reinf.
Measured From Column Face In Both
Lsv + d/2= ### mm Directions
