DESIGN OF BEAM (www.theengineeringcommunity.org).xlsm

	B	C	D	E	F	H
1
2
3		DESIGN OF BEAM
4
5					Design Aid
6				Step 1
7		Input Data for Flexure
8		Characteristic Strength of Concrete	fc'(N/mm2)	32
9	I	Yield Strength of Steel	fy(N/mm2)	420		I
10	N	Width of Beam	bw(mm)	250		N
11	P	Depth of Beam	t(mm)	700		P
12	U	Cover Depth of Beam	d'(mm)	50		U
13	T	Effective Depth of Beam	d(mm)	650		T
14		Ultimate Bending Moment	Mu(N-mm)	1,07E+08
15		Ultimate Axial Force (-ve for Comp. & +ve for Ten.)	Nu(N)	0,00E+00
16
17				Step 2
18		Calculation of Area of Steel
19	D	Eccenticity	e (mm)	Neglect		D
20	E	es = e(- or +)t/2(+ or -)d'	es (mm)	Neglect		E
21	S	Validation of Program	es/d(mm)	Neglect		S
22	I	Combination of Bending Moment and Normal Force	Mus (N-mm)	1,07E+08		I
23	G	Mus/bd2	Rus (N/mm2)	1,01E+00		G
24	N	Max. Nominal Bending Momont without Comp Reinf't	fMn max (N-mm)	777593846,6		N
25		Modulus of Elasticity for Reinforcement	Es (MPa)	200000
26	O	The Constant for Concrete (fc' <= 30MPa)	β1	0,8357142857		O
27	F	Percentage of Balanced Reinforcement	ρb	0,03183673469		F
28		Percentage of Maximum Reinforcement	ρmax	0,02387755102
29	F	Percentage of Required Reinforcement	ρ	0,002733124812		F
30	L	Percentage of Minimum Reinforcement	ρmin	0,003367175149		L
31	E	Percentage of Compression Reinforcement	ρ'	0		E
32	X	Maximum Reinforcement	As max	3880,102041		X
33	U	Minimum Reinforcement	As min	547,1659616		U
34	R	Calculated Reinforcement	As	4,44E+02		R
35	E	Required Reinforcement	As req	547,1659616		E
36		Compression Reinforcement	As'	0
37
38				Result
39		Design and Check of Deflection in Member
40	D	Ultimate Moment due to Dead Load	Md (N-mm)	40000000		D
41	E	Ultimate Moment due to Live Load	Ml (N-mm)	20000000		E
42	F	Span of Beam	l (mm)	6000		F
43	L	Susatained Moment	Msus (N-mm)	50000000		L
44	E	Ultimate Moment due to Dead + Live Load	Md+l (N-mm)	60000000		E
45	C	Gross Moment of Inertia of Concrete	Ig (mm4)	7145833333		C
46	T	Modulus of Rapture of Concrete	fr (N/mm2)	3,959797975		T
47	I	Distance from Centroid to Extreme fibre of Steel	yt (mm)	350		I
48	O	Cracking Moment	Mcr (N-mm)	80845875,32		O
49	N	Coeff for MI of Cracked Section	Ki2	0,108	Refer ACI 318M	N
50		Cracked Moment of Inertia	Icr (mm4)	7414875000	Handbook Vol I
51	L	Cubed Ratio of Cracked to Dead Load Moment	(Mcr/Md)3	8,256455195		L
52	I	Cubed Ratio of Cracked to D+L Load Moment	(Mcr/Md+l)3	2,446357095		I
53	V	Cubed Ratio of Cracked to Suatained Moment	(Mcr/Msus)3	4,22730506		V
54	E	Effective Moment of Inertia for Dead Load	(Ieff)d (mm4)	5193544533		E
55		Effective Moment of Inertia for Dead + Live Load	(Ieff)d+l (mm4)	6756703010
56	S	Effective Moment of Inertia Sustained	(Ieff)sus (mm4)	6277553801		S
57	H	Elasticity Modulus of Concrete	Ec	26587,21497		H
58	R	Deflection Due to Dead Load	(Δi)d(mm)	2,60714865		R
59	I	Deflection Due to Dead+Live Load	(Δi)d+l(mm)	3,005979972		I
60	N	Deflection Due to Live Load	(Δi)l(mm)	0,3988313226		N
61	K'	Check of Deflection for Live Load	(l/180)(mm)	33,33333333		K'
62	E	Deflection Due to Sustained Load	(Δi)sus(mm)	2,696182113		E
63		Percentage of Reinfoecement at Mid Span	ρ'	0,0026
64	C	Deflection Due to Shrinkage+Creep	(Δi)sh+cr(mm)	4,77200374	5+ years = 20	C
65	R	Deflection Due to Shrinkage+Creep	(Δi)sh+cr(mm)	3,340402618	12 months = 14	R
66	E	Deflection Due to Shrinkage+Creep	(Δi)sh+cr(mm)	2,863202244	9 months = 12	E
67	E	Deflection Due to Shrinkage+Creep	(Δi)sh+cr(mm)	2,689190219	3 months = 10	E
68	P	Deflection forLive Load+Shrinkage+Creep	(Δi)sh+cr+l(mm)	5,170835063	Maximum	P
69		Check of Deflection for Shrinkage and Creep	(l/480)(mm)	12,5
70				Step 1
71		Input Data for Shear and Torsion		Values
72		Characteristic Strength of Concrete	fc'(N/mm2)	32
73	U	Characteristic Strength of Steel for Stirrups	fyv(N/mm2)	240
74	S	Characteristic Strength of Steel for Long'l Reinf't	fyl(N/mm2)	420		S
75	E	Width of beam	bw(mm)	250		H
76	R	Depth of beam	t(mm)	700		E
77		Cover Depth of Beam	d'(mm)	50		A
78	I	Effective Depth of Beam	d(mm)	650		R
79	N	Cover for Width of Beam	b'(mm)	0	Note :
80	P	Thickness of Flange for "L & T" Beam	tf(mm)	0	For 'T' Beam bf = 8tf or 2t	A
81	U	Breath of Flange for "L & T" Beam	bf(mm)	0	which ever is smaller	N
82	T	Ultimate Shear Strength	Vu(N)	2,51E+05	For 'L' Beam bf = 4tf	D
83		Ultimate Torsional Moment	τu (N-mm)	0,00E+00
84		Ultimate Normal Force	Nu (N)	0,00E+00		T
85						O
86				Step 2		R
87		Determination of Effect of Shear and Design of Shear Reinforcement				S
88	S	Shear Strength of concrete	ФVc (N)	1,30E+05		I
89	H	Check for Shear Effect		Shear Reinf't Needed		O
90	E	Required Nominal Shear due to Shear Reinf't	ФVs(N)	1,21E+05		N
91	A	Check for Maximum Shear		Section is Safe for Shear
92	R	Area of Shear Reinforment	(Av/s)(mm2/mm)	9,11E-01		R
93						E
94				Step 3		I
95		Determination of Effect of Torsion and Design of Torsion Reinforcement				N
96	T	Actual Area of Section	Acp(mm2)	175000		F
97	O	Actual Perimeter of Section	Pcp(mm)	1900		O
98	R	Check for Torsional Moment effect		Neglect Torsion Effect		R
99						C
100				Result		E