Sheet :
Cont'd :
Revision Notes :
Project :
Subject : Description :
CALCULATION
only pi = 3.142
10 m Beta1 0.832
3.698
25 mm
150 16 mm
300 617 mm
650 283 500
fc' = 30 Mpa Psi
200 fy = 410 Mpa Psi
200 Ec= mpa
Iz = mm4
22 kn/m2 CHECKS:
10 kn/m2 RIBBED ONE WAY SLAB
MINIMUM DEPTH (h):
mm
kn/m mm
kn/m mm
kn/m mm
kn/m
500 < 3.5 x rib width = 700 .: ok
APPLY THIS LOADS IN ANALYSIS OF BEAM & CALCULATE 750 >
750 mm .: ok
1.4 DL + 1.7 LL 200 > 100 mm .: ok
coeff
kn-m 8 DL 1.4dl
kn-m 8 LL 1.7LL
Mu = 1.4 Md + 1.7 Ml kn-m Total kn/m
= 0.823 %
bf = 950 deff= 617 32 mm 6 = mm2
81.67 mm < 150 mm
kn.m >
Tip : Rho required for moment Mu = 0.569 % As = mm2 5 32 mm
dia
mm2 mm2
mm2 32 dia 6 nos
mm2
coeff
-ve Moment due to dead load = Md = kn.m 10
-ve Moment due to live load = Ml = kn-m 10
Mu = 1.4 Md + 1.7 Ml kn-m
bw = deff = bwt =
rho= %
Ast= mm2
mm2 mm2
mm2 20 dia 8 nos
mm2
kn Vdl Vudl
kn Vll Vull
kn Total
12 dia stirrups (Av = 226.2 mm2)
mm
mm
mm .: Provide 12
mm2 c/c
mm = span/ < 360
mm = span/ < 240
Prep By : A B Quadri- Abq Consultants - 9959010210 -
[email protected]/2 Royal Residency, Besides Amba
talkies, Mehdipatnam , Hyderabad-India.-www.abqconsultants.com
Deflection dl 15.22 657 ok
Deflection dl+ll 20.46 489 ok
dia 2 legged stirrups @
Av min = bw*s/3fy = 23 139
Provided Av > Avmin .: ok
Provide 2 legged
.: s = Av*fy*d/Vs = 139
min spacing = d/2 = 309
.: provide spacing = 139
Shear capacity of concrete : Vc = sqrt(fc')*bw*d/6 = 112.65
50.00 85.00
.: Vs = Vu / phi - Vc = 411.65 195.20 288.28
Design of shear reinforcement :
273.86 Reactions (Km/m) on main beam
Vu = 1.4 * Vd + 1.7 * Vl = 350.0 Ok 145.20 203.28
2419
or Asmin = sqrt(fc')*bw*d/(2*fy) 824
.: Asmin = 824
2419
minimum reinforcement
or Asmin = 1.4*bw*d/fy 421Provided Ast (-ve)=
Design as a rectangular beam:
200 617 300
1.960 Ok
.: Asmin = 824
For negative meoment :
275.88
95.00
547.73
3337 nos of bars reqd =
minimum reinforcement
or Asmin = 1.4*bw*d/fy 421Provided Ast (+ve) =
4825
or Asmin = sqrt(fc')*bw*d/(2*fy) 824
depth of neutral axis = Ast*fy / 0.85*fc' * b = .: OK
Allowable Moment Mu_all = 0.85* (deff - dna/2)*Ast*fy = 969 685
.: OK
For neutral axis within the flange case :Ast
Ok
bar dia bar nos = 4825
38.62
+ve Moment due to live load = Ml = 118.75 9.50 16.15
684.66 37.09 54.77
drop =
rib spacing =
Mu = rib thickness =
For positive moment :
+ve Momnt due to dead load = Md = 344.84 27.59
TOTAL DEAD LOAD = 27.59 Cantilever : Span / 8 = 1250
LIVE LOAD = 9.50
SELF WEIGHT OF BEAM = 6.69 One end continuous : Span / 18.5 =
541
FLOOR FINISH LOAD = 20.90 Both end continuous : Span / 21 =
476
FLOOR FINISHES =
LIVE LOADS =
UDL ON BEAM : Simply supported : Span / 16 = 625
750 4351
59465
25743
LOAD ON SLAB : 9167190745
950 Rho(max) %
cover =
dia of reinf=
deff =
DESIGN OF HORDY SLAB AS PER ACI 318-95:Enter data in cells
mkd
span =
Verified by : Date :Calculation Sheet
Prepared by : Date :
Job No. :
Visit
www.abqconsultants.com
This program Designs and
Optimises Hordy slab.
Written and programmed by
:-
A B Quadri
www.abqconsultants.com
[email protected]
[email protected]
9959010210
9959010211
