ACI318-05 Punching Rev C
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Project: Job ref. Part of Structure: Calc. sheet norev. A member of the WS Atkins Group Of PO Box 5620 Drawing ref.: Calc. by: Date: Check by Date Dubai, United Arab Emirates RNU Jun-22 Ref. Calculations Output Column or Pile ID: Column 1 Input Data: Type of column location terior/Edge 1/Edge 2/Corner) Interior Col. Concrete cubic strength MPa = 40 Steel yield strength MPa = 400 Applied ultimate axial load KN = 1800 Applied ultimate bending moment KN.m = 40 Column dimension mm = 500 Column dimension mm = 500 Slab thickness mm = 420 Slab depth mm = 395 S mm = 100 n mm = 4 Critical Sections Geometry Calculations: Critical section dimension at d/2 b1 mm = 895 Critical section dimension at d/2 b2 mm = 895 Critical section perimeter at d/2 b0 mm = 3580 Critical section area at d/2 Ac = 1.41E+06 13.5.3.2 Ratio of moment transferred by flexure = 0.60 (11-39) Ratio of moment transferred by shear = 0.40 Polar moment of inertia Jc = 1.98E+11 11.12.2.1 Constant = 40 Stress Calculations: Concrete cylindrical strength = 32 9.3.2.3 Strength reduction factor = 0.75 Stress due to shearing force MPa = 1.27 Stress due to bending moment MPa = 0.04 Total ultimate stress MPa = 1.31 (11-33) Shear stress carried by concrete a MPa = 2.88 (11-34) Shear stress carried by concrete b MPa = 3.01 (11-35) Shear stress carried by concrete c MPa = 1.87 Max shear strength of the section MPa = 2.12 11.12.3.2 Check on section dimension (Adequate/Unsafe) Adequate Check on need of reinf. (Required/Not required) Not required For section at d/2 from face of coulmn/pile Typical Example of Reinforcement 11.12.3.1 Shear stress carried by concrete (in case o MPa = (11-2) Shear stress carried by reinf. MPa = Area of steel required per side = Extension of reinf. a mm = Reinforcement required per each side : Interior Col. Corner Col. Edge 1 Col. Edge 2 Col. Types of Columns Locations Typical Stirrups Details fcu fy Vu Mu C1 C2 ts ds Stirrups spacing (Perpindecular to C2) Number of stirrups legs (Paralell to C2) mm 2 gf gv mm 4 as f'c f vuq vum vu vc1 vc2 vc3 fvn max vc vs Av/S mm 2 /mm C2 C1 C2 C1 C1 C2 C2 C1 esign flow-char d/2 Stirrups Ex.No.oflegs = 6 a a S S
Transcript of ACI318-05 Punching Rev C
Project: Job ref.
Part of Structure: Calc. sheet no. rev. A member of the WS Atkins Group Of PO Box 5620 Drawing ref.: Calc. by: Date: Check by Date Dubai, United Arab Emirates RNU Apr-23
Ref. Calculations Output
Column or Pile ID: Column 1Input Data:Type of column location (Interior/Edge 1/Edge 2/Corner) Interior Col.Concrete cubic strength MPa = 40Steel yield strength MPa = 400Applied ultimate axial load KN = 1800Applied ultimate bending moment KN.m = 40Column dimension mm = 500Column dimension mm = 500Slab thickness mm = 420Slab depth mm = 395
S mm = 100n mm = 4
Critical SectionsGeometry Calculations:Critical section dimension at d/2 b1 mm = 895Critical section dimension at d/2 b2 mm = 895Critical section perimeter at d/2 b0 mm = 3580Critical section area at d/2 Ac = 1.41E+06
13.5.3.2 Ratio of moment transferred by flexure = 0.60(11-39) Ratio of moment transferred by shear = 0.40
Polar moment of inertia Jc = 1.98E+1111.12.2.1 Constant = 40
Stress Calculations:Concrete cylindrical strength = 32
9.3.2.3 Strength reduction factor = 0.75Stress due to shearing force MPa = 1.27Stress due to bending moment MPa = 0.04Total ultimate stress MPa = 1.31
(11-33) Shear stress carried by concrete a MPa = 2.88(11-34) Shear stress carried by concrete b MPa = 3.01(11-35) Shear stress carried by concrete c MPa = 1.87
Max shear strength of the section MPa = 2.1211.12.3.2 Check on section dimension (Adequate/Unsafe) Adequate
Check on need of reinf. (Required/Not required) Not requiredFor section at d/2 from face of coulmn/pile Typical Example of Reinforcement
11.12.3.1 Shear stress carried by concrete (in case of reinf MPa =(11-2) Shear stress carried by reinf. MPa =
Area of steel required per side =Extension of reinf. a mm =
Reinforcement required per each side :
Interior Col. Corner Col.
Edge 1 Col. Edge 2 Col.Types of Columns Locations Typical Stirrups Details
fcu
fy
Vu
Mu
C1
C2
ts
ds
Stirrups spacing (Perpindecular to C2)Number of stirrups legs (Paralell to C2)
mm2
gfgv
mm4
as
f'cf
vuq
vum
vu
vc1
vc2
vc3
fvn max
vc
vs
Av/S mm2/mm
C2C1
C2C1
C1
C2
C2C1
Design flow-chart
d/2StirrupsEx. No. of legs = 6
a
aS
S
