ACI 318-08 Rec Sec. Mx -Q-Torsion Design_Rev04 (www.theengineeringcommunity.org).xlsx

	A	B	C	D	E	F	G	H	I	J	K
1	Moment & Shear Strength Design of Rectangular RC					Slab	According ACI318M-08			M. Abushady: This sheet created by M. Abushady for comments & notes on it. Send an e-mail to engabushady@gmail.com
2									Rev04
3			Project :-	ESPAC Factory - Dammam			Designed by:-	M. Abu Shady
4			Building :-	TANK WALL - BLG. 23			Checked by:-	M. Abu Shady
5			Element:-	ROOF			Date:-	18-juil.-26
6			Location:-							REV 02:
7										Select the Element Type( Beam or Slab) in cell F1 it will affect As min
8											As min For Beams & SLabs
9	General Input :-
10		Moment Mx Input
11		Width b	1000	mm	Dia	12	mm
12		Depth h	300	mm	Es	200000	N/mm2
13		cover	25	mm	εc	0,003	mm
14		d'	25	mm	εy	0,0021	mm
15		fy	420	N/mm2	Ec	25743	N/mm2	ACI 8.5.1
16		fc'	30	N/mm2
17		Mu	230	KN.m
18		Shear & Torsion Input
19		Vu	0	KN	S st spacing	100	mm
20		Tu	0	KN.m	nst	1	legs
21		Nu	0	KN Comp.	Case	Env.	For Environmental Structures
22		fyt	420	N/mm2	α st Deg.	90o	Deg.
23		d	269	mm
24	a- Major Moment ( Mx) Design:-
25		finding ρ max			ACI 10.3.3
26		β1	0,84		ACI 10.2.7.3
27		ρp	0,02985		ACI B.8.4.2
28		ρmin	0,00180		ACI 10.5.1
29		ρmax	0,02239		ACI 10.3.5
30		finding balanced moment strength
31		Cb	158	mm
32		ab	132	mm
33		amax	99	mm	ACI 10.3.3
34		Cmax	119	mm
35		Φ	0,9		ACI 9.3.2.1		Tension-controlled sections
36		ΦMnbal	499,4	KN.m			Tension RFT. Only
37		Rectangular Section with Tension & Compression RFT.
38		M'u	= 0,0	KN.m
39		ρ'req	0,00000		Ru	3,53168
40		ρreq	0,00909
41		A's req	0	mm2	0	Φ 12				REV 03:
42		As req	2445	mm2	16	Φ 14				in Torsion check, if the tension force is huge, the concrete resistance will neglected according ACI 11.5.1.c _cell C73
43		A's act	0	mm2	0	Φ 12 TOP
44		As act	2464	mm2	16	Φ 14
45		check Compression Steel yeilds
46		a	40,6	mm
47		C	48,6	mm
48		εs	0,0136		εs>εy
49		εs'	0,0000
50		Cconc	1034880	N
51		Cst	0	N
52		ΦMn	231,6	KN.m
53	b- Major Shear ( V2 ) Design :-
54		Finding Vc			ACI 11.3
55
56		Φ shear	0,85		ACI 9.3.2.3 & ACI 9.3.4.a
57		Vc	250,5	KN	ACI 11.2.1.1 & ACI 11.2.2.3
58		Vs max	972,4	KN	ACI 11.4.7.9
59		ΦVn	1039,5	KN	ACI 11.1.1
60		Av min	83,3	mm2	ACI 11.4.6.3
61		Vs	-212,9	KN	ACI 11.1.1
62		Av	0,0	mm2	ACI 11.4.7.4
63
64	c- Torsion design:-
65
66		Acp = Ag	300000	mm2
67		Aoh	237500	mm2
68		Ao	201875	mm2	ACI 11.5.1					REV 04:
69		Pcp	2600	mm						changing Astirrup total equation in cell C84 to equal to 0.0 if there are no stirrups needed
70		Ph	2400	mm						new equation is =IF((Av+nstAt)>0,MAX(Av+nstAt,Avmin),0)
71		Threshold Torsion			ACI 11.5.1					Blue color is new part in this equation
72		Tcr	63	KN.m	ACI 11.5.1.c
73		Tneglected	13,3	KN.m	ACI 11.5.1.c	Torsion is Neglected Tu<Tneglected
74
75		Factored Torsion Moment			ACI 11.5.3.1
76
77				= 0,000	<		= 3,864	ACI 11.5.3.1.a
78
79
80		Finding Torsion Stirrups At
81		θ	45o	Deg.	ACI 11.5.3.6.a
82		At min	42	mm2	ACI 11.5.5.3
83		At	0	mm2	ACI 11.5.3.6
84		A stirrup total	0	mm2	ACI 11.5.5.2
85
86		A stirrup total/Leg	0,0	mm2	0	Φ 12	Ordinary Stirrups
87
88		Finding Torsion Longitudinal RFT Al
89		Al min	1643,2	mm2	ACI 11.5.5.3
90		Al	0,0	mm2	ACI 11.5.7	0	Φ 32
91
92	Beam Reinforcement details
93
94		25
95		25
96
97					0	Φ 12
98
99
100		300