As Calculater / Rectangle Beam Section Analyser (Singly)
BS8110:1985
Advantages of Singly R/f sections fy 460 N/mm2
* Low As required fcu 20 N/mm2
* High shear area Mu 20 kNm
* High Span/d b 1000 mm
d 125 mm
216.0493827161 h 150 mm
-27006.1728395062 k1 8.15047
393.3217857302 Singly Rf design k2 0.459788
-108.024691358 M/bd2 1.28
196.6608928651 As/bd 0.003472
88.6362015071 Asr 434.0 mm2 79.9 kg/m3
Asp 2500 mm2
x 88.6 mm x/d 0.71 Over RF
T32 T25 T20 T16 T12 T10
Options 1 1 2 3 4 6
SETTLEMENT
�=6𝐸�∆/𝐿^2
24 kNm V
Beam Data b (m) 0.225 H(m) 0.4 0.0012
Settlement Allowed 0.005 m
Span
𝐸=24 𝑥 〖 10 〗 ^9 6m
for concrete
Min 100As/Ac for This Tie beam ( 0.45%) 405 mm2
TORSION
Torsional Moment about center of beams for 1m strip
Rate Rs 23000 210
Concrete/m Steel/m TotalCost
0.15 19.79592 7607.1429
on Analyser (Singly)
SHEAR CHECK
BS8110:1985
Asp 224 mm2
bv 225 mm
d 350 mm
d min 79.82949 mm if singly fcu 20 N/mm2 <40 N/mm2
d' = 50 mm d' = h-d Link Dia. 6 mm ;Asv 28.3 mm2
h normally =150mm for singly R/f design fyv 250 N/mm2
Vd 90 KN
Doubly Rf design vd 1.1428571 N/mm2 <3.57770876399966N/mm2 - Ok
vc 0.385845 Shear FAIL withoutlinks
Shear Limit for nominal links 105kN vc+0.4 0.785845 0.8√𝑓𝑐�
100(Asr x 0.5)/bvd 0.173601 3.5777088 N/mm2
Vc + 0.4 0.837746 Design links at 72.3 mm
0.557850216 1.337481 0.928325
Nominal Links R6 - 30 T10 - 93.75
DEFLECTION CHECK
Span = 5300 mm
All (S/d) = 20 cant simply conti.
Act (S/d) = 42.4 7 20 26
M/bd2 = 1.28
As r = 434.0023 mm2 For starcase increse All(s/d) by 15% if steps comprise more than 60%
As p = 1120 mm2
fs = 111.4068
F1 = 1.947527 82.575159 261.6 365.5931508 1.947527
Mod. All(S/d) = 38.95055 < Act (S/d)=42.4
Deflection Fail
for stair 15% = 1.15 if steps comprise more than 60% of span then cell L31= 1.15 or else 1
For Stair Deflection OK
(100As/bd)^0.33 = 0.657657
(400/d)^0.25= 0.927719
b 1
a 0.657657
c 0.928318
Revised a 1.947952
Asp to pass sheer 5820.832
76399966N/mm2 - Ok
se more than 60%
DESIGN OF COMPOSITE SLABS ( WITH DECKING DECKING SHEET)
Load Data (kN/m2)
a Live(qk) 7.5 kN/m2
b Finishes 1.2 kN/m2
c Parttions 1 kN/m2
d Ceiling+ Services 1 kN/m2
Total Live(a+c) 8.5 kN/m2
Dead (gk)( b+d) 5.88 kN/m2 (Beam SW+ Slab SW)
Total Ser 14.38 kN/m2
Total Ult 21.83 kN/m2
Profile Data
Ds 175 mm
Dp 51 mm
Ds1 26 mm
Ds2 137 mm
S 300 mm
Dsr 163 mm
Def (Ds-Ds1) 149 mm
Geomatry Data (GA)
Main Beam Span 10 m
Secondory beam Span (L) 6m
Secondory beam Spacing 2.5 m
Design of Secondary beam
Design load 54.57 kN/m
B Design Moment (M) 245.55 kNm
Eff. Width of slab L/4 1.5 m Or Beam space 2.5
Select the lesser Value 1.5 m
Grade of steel (py) 275 N/mm2 ( S275 or S355)
Grade of Concrete 35 N/mm2 ( 30 or 35)
Moment capacity
Resistance of Concrete, Rc
Rc=(0.45fcu)Be(Ds-Dp) 2929.5 kN
A Cross section Area of Beam ,A < 10652.7 mm2
Select a suitable section satisfying both A & B Condions T= 14.5
450x200x76 t= 9
BM Capacity 455 kNm Py = 275
Shear Capacity 693 kN B= 200
H= 450
A1= 9850
Ixx = 3.31E+08
Resistance of steel beam, Rs
Rs( =A1py) 2708.75 kN < 2929.5 kN
yp = A1Py/(0.45fcuBe) 114.7 mm
Ds-Dp 124 mm Ds-Dp > Yp,Nutral axislies within the slab,Hence O
Moment Capacity of Composite section, Mc
928.2 kNm Mc > M , OK
Mc=𝑅𝑠[𝐻/2+𝐷𝑠 − (𝑅𝑠 (𝐷𝑠−𝐷𝑝))/2𝑅𝑐]
Shear capacity
Shear Force Fv=1/2 𝑛𝐿 163.7 kN
Shear Resistance, Pv=0.6𝑃𝑦𝑡𝐷 668.3 kN Pv>Fv, Hence OK
Shear Connectors
Height assumed 100 mm
Dia. Assumed 25 mm
Characteristic strength Qk 161 N/mm2
Design strength Q𝑝=0.8 𝑄� 128.8 N/mm2
Shear strength reduction factor,k
�=0.6(𝐷𝑠𝑟/𝐷𝑝){(𝐷𝑒𝑓/𝐷𝑝) 0.8
−1}≤0.8
Q'p 103.0 kN
Maximum longitudinal force in
Concrete, Fc 2708.75 kN
Total number of studs required 26
Studs per trough 3 Studs per trough =3
Deflection 3.31E+08 23832800
Ig 1090604864 mm4
�=5𝑤𝐿^4/384EI 1.6 mm
L/360 16.66666667 mm Deflection OK
Ds
Dp
Ds2 Ds1
mm if grater than 16mm refer Table: of BS5950 for Py
mm
N/mm2
mm
mm
mm2
mm4 55963845.75
275108983.3
xislies within the slab,Hence Ok
Finding Reinforcements for shell stresses
Geomatry data Modal data
Slab/Wall thickness = 300 mm (+) ve values
Top clear cover = 25 mm f11 = 600 kN
R/f T1 bar = 16 mm f22 = 350 kN
R/f T2 bar = 10 mm f12 = 125 kN
Bottom clear cover = 25 mm m11 = 2 kN/m
R/f B1 bar = 16 mm m22 = 1.5 kN/m
R/f B2 Bar = 10 mm m12 = 0.5 kN/m
Fy 460 N/mm2
Membrane Parameters Equivalent membrane forces
Ct1 = 33 mm N11(top) = 291.5 kN>0
Ct2 = 38 mm N22(top) = 168.3 kN>0
Cb1 = 33 mm N12(top) = 60.3 kN
Cb2 = 38 mm N11(bot) = 308.5 kN
dt1 = 117 mm N22(bot) = 181.7 kN
dt2 = 112 mm N12(bot) = 64.7 kN
db1 = 117 mm
db2 = 112 mm
d1 = 234 mm
d2 = 224 mm
dmin = 224 mm
dbmin = 112 mm
dtmin = 112 mm
Top Rf layer Bottom R/f Layer
F11 = 168.3036 kN F11 = 181.6964
F22 = 291.453 kN F22 = 308.547
F12 = 60.26786 kN F12 = 64.73214
Ndes1 = 228.5714 kN Ndes1 = 246.4286
Ndes2 = 351.7208 kN Ndes2 = 373.2792
Fc(top) = -120.536 kN Fc(top) = -204.758
Ndes1(top) = 351.7208 kN Ndes1(bot) = 373.2792 kN
Ndes2(top) = 228.5714 kN Ndes2(bot) = 246.4286 kN
Ast1(top) = 849.5673 mm2/m Ast1(bot) = 901.6405 mm2/m
Ast2(top) = 849.5673 mm2/m Ast2(bot) = 595.2381 mm2/m
0.033
0.038
0.033
0.038
0.117
0.112
0.117
0.112
0.234
0.224
0.224
0.112
0.112
