Download RCC Design PDF

TitleRCC Design
File Size1.1 MB
Total Pages43
Document Text Contents
Page 1

Beam Data

width 200 mm

depth 600 mm d' 36 mm .= cc+ sdia + mdia/2

clear cover to main 15 mm eff depth 565 mm .= d - d'

Material Grades

Concrete 20 MPa

Steel 415 MPa



Moment 123 KN-m Mu/bd
2

1.93

xumax 270 .= (700/(1100 * (0.87 * fy)) * d

Mulim 176 .= 0.36*fck*b*xumax*(d-(0.42*xumax))

Mulim/bd
2

2.76

Beam is designed as Singly Reinforced Beam

Area of Steel Tension (Ast) Compr (Asc)

Percentage 0.613 % ------- Refer Table 2 SP 16 pg 48

Area of Steel 692 sqmm

Tension Reinforcement

Type Bar dia Nos Area of Steel

Layer 1 25 mm 2 982 sqmm

Layer 2 16 mm 2 402 sqmm

Layer 3 - 2

1384 sqmm 1.226 %

Compression Reinforcement

Type Bar dia Nos Area of Steel

Layer 1 12 mm 2

Layer 2 -

Layer 3

#VALUE!

Shear Force (Vu) 200 KN

ζv 1.771 .=Vu / (b * d)

ζc 0.562 Refer Table 61 SP 16 pg 179 or =(0.85 * √(0.8*fck)*√(1+5 β) -1)) / (6 β )
ζcmax 2.8 Refer Table J SP 16 pg 175

Type Bar Dia Nos Area of Steel

Layer 1 16 mm 2 402 sqmm
Layer 2 12 mm 4 452 sqmm

Layer 3 -

855 sqmm 0.757 %

Sectional Dimensions OK

Shear Reinforcements required

Type of stirrup 2 legged

Stirrup diameter 8 mm

Spacing 150 c/c

Beam Design

Total Steel Provided

Provided Steel OK

Total Steel Provided

Total Steel Provided

Page 2

Steel Calculation

Grade Check

7.1

SRB DRB

a 0.75 .=(0.87435/100) * (fy/fck)
2

a 0.75 .=(0.87435/100) * (fy/fck)
2

b -3.611 .=(0.87/100) * (fy) b -3.611 .=(0.87/100) * (fy)

c 1.930 .=Mu/bd
2

c 2.762 .=Mulim/bd
2

-p 0.613 .=-(b ±√(b
2
-4ac))/2a -p 0.955 .=-(b ±√(b

2
-4ac))/2a

Ast 692 .=(p*b*d)/100 Astlim 1079 .=(p*b*d)/100

Mu2 -53 .=Mu - Mulim

Ast2 -278 .=Mu2/((0.87*fy)*(d-d'))

Ast 801 .=Astlim+Ast2

0.0629 d'/d 0.10

0.1 fsc 353 Refer Table F SP 16 pg 13

fcc 8.92 .=0.466*fck

Asc -291 .=Mu2/((fsc-fcc)*(d-d'))

Min steel % 0.205 .=0.85% / fy

Ast 692

Asc -291

Min Steel 231 .=(0.85*b*d) / fy

Max Steel 4516 .=0.04*b*d)

Ast 692

Asc

Shear Calculations

Pt provided 0.757 .=(Ast*100)/(b*d)

Pc provided .=(Asc*100)/(b*d)

β 3.068 .=(0.8*fck)/(6.89*Pt)

Shear Capacity of Concrete (Vs) 63 .=ζc*b*d

Shear Stg to be caried by Stirrup (Vus) 137 .=Vu-Vs

Spacing

actual req 150 .=(Asv*0.87fy*d)/Vus

min 454 .=(Asv*0.87fy)/(b*0.4)

max 423 .=0.75d

max 300 .=300mm p
ro

v
id

e
t
h
e


le
a
s
t
o
f
th

e


4

Page 43

pa = w*l/2

1071 sqmm

1131 sqmm

0.55 %

276 sqmm

Ast provided is more than mimimun Ast required hence OK

Steel OK

IS 456 caluse 26.2.3.1 page 44

Similer Documents