ACI318-05-Punching-Rev-C (www.theengineeringcommunity.org).xlsm

	A	B	C	D	E	F	G	I	J	K	L	M	N
1			Project:							Job ref.
2
3			Part of Structure:							Calc. sheet no.			rev.
4	A member of the WS Atkins Group										Of
5	PO Box 5620		Drawing ref.:					Calc. by:	Date:	Check by		Date
6	Dubai, United Arab Emirates							RNU	août-26
7	Ref.	Calculations								Output
8	Ref.	Calculations								Output
9
10						Column or Pile ID:	Column 1
11		Input Data:
12		Type of column location				(Interior/Edge 1/Edge 2/Corner)	Corner Col.
13		Concrete cubic strength		fcu	MPa	=	25
14		Steel yield strength		fy	MPa	=	400
15		Applied ultimate axial load		Vu	KN	=	400
16		Applied ultimate bending moment		Mu	KN.m	=	15
17		Column dimension		C1	mm	=	800
18		Column dimension		C2	mm	=	250
19		Slab thickness		ts	mm	=	220
20		Slab depth		ds	mm	=	145
21		Stirrups spacing (Perpindecular to C2)		S	mm	=	70
22		Number of stirrups legs (Paralell to C2)		n	mm	=	1
23									Critical Sections
24		Geometry Calculations:
25		Critical section dimension at d/2		b1	mm	=	945
26		Critical section dimension at d/2		b2	mm	=	395
27		Critical section perimeter at d/2		b0	mm	=	2680
28		Critical section area at d/2		Ac	mm2	=	3,89E+05
29	13.5.3.2	Ratio of moment transferred by flexure		gf		=	0,49
30	(11-39)	Ratio of moment transferred by shear		gv		=	0,51
31		Polar moment of inertia		Jc	mm4	=	4,64E+10
32	11.12.2.1	Constant		as		=	40
33
34		Stress Calculations:
35		Concrete cylindrical strength		f'c		=	20
36	9.3.2.3	Strength reduction factor		f		=	0,75
37		Stress due to shearing force		vuq	MPa	=	1,03
38		Stress due to bending moment		vum	MPa	=	0,08
39		Total ultimate stress		vu	MPa	=	1,11
40	(11-33)	Shear stress carried by concrete a		vc1	MPa	=	1,24
41	(11-34)	Shear stress carried by concrete b		vc2	MPa	=	1,55
42	(11-35)	Shear stress carried by concrete c		vc3	MPa	=	1,48
43		Max shear strength of the section		fvn max	MPa	=	1,68
44	11.12.3.2	Check on section dimension			(Adequate/Unsafe)		Adequate
45		Check on need of reinf.			(Required/Not required)		Required
46		For section at d/2 from face of coulmn/pile							Typical Example of Reinforcement
47	11.12.3.1	Shear stress carried by concrete (in case of reinf.)		vc	MPa	=	0,76
48	(11-2)	Shear stress carried by reinf.		vs	MPa	=	0,72
49		Area of steel required per side		Av/S	mm2/mm	=	0,71
50		Extension of reinf.		a	mm	=	490
51						Reinforcement required per each side :	7 T 8 - 70
52							1 Legs
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57		Interior Col.			Corner Col.
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62		Edge 1 Col.			Edge 2 Col.
63			Types of Columns Locations						Typical Stirrups Details
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