MDP Studio Staircase Design (R10 - 160) H = 10 x 160 = 1600 mm L e = 2.8 m For Landings span at right angles to the stairs, ie. Landings become the supporting members. 1.650 m 3.550 m 1.650 m L1 = 0.300 L3 = 2.500 L2 = 0.300 Section Detail & Loading mm N/mm 2 mm mm mm mm Landing, h = mm Average thickness of staircase Shear h*[(T 2 +R 2 ) 0.5 /T] V a = V b = kN per meter mm v = V/bd = N/mm 2 100A s /bd = (2x +R)/2 = 288 mm = = Loading and Moment = N/mm 2 > v ok Staircase sw = 0.287772 x 24 = kN/m 2 Deflection SDL = kN/m 2 TDL = kN/m 2 L/d base = LL = kN/m 2 M/bd 2 = N/mm 2 fs = N/mm 2 w = 1.4*TDL + 1.6*LL = kN/m 2 MF = L/d allow = M = w*L 2 /10 L/d actual = < L/d allow ok = kNm per meter Main Reinforcement Cracking d = 140 mm Max distance allow = 3d K = M/bd 2 f cu = 0.019 = 420 mm z = d(0.5 + sqrt(0.25 - K/0.9)) Rebar distance = 290 mm < 3d ok = h = 175 mm < 200 ok A s req = mm 2 per meter A s min = mm 2 per meter A s max = mm 2 per meter > A s ok Rebar prov = T 10 @ 150 mm c/c A s Prov = mm 2 per meter > A s req ok Distribution bar Rebar prov = T 10 @ 300 mm c/c A s Prov = mm 2 per meter > A s min ok 0.67 13.15 227 133.00 fcu/25 1.4 v c 0.66 26 x = = 208 Avg thk = 228 6.91 0.50 7.41 4.00 16.77 Width, B = Tread, T = Riser, R = Waist, h = 1650 250 160 175 N/mm 2 kN/m 2 kN/m 2 Cover, c = 30 f y = LL = SDL = f cu = 35 500 4.00 0.50 200 145 52.00 20.00 2.00 7000 262 523 23.48 0.17 0.37 400/d 2.86 m m m Ls = Ls
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MDP Studio
Staircase Design (R10 - 160)
H = 10 x 160
= 1600 mm
Le = 2.8 m
For Landings span at right angles to the stairs, ie. Landings become the supporting members.
1.650 m
3.550 m
1.650 m
L1 = 0.300 L3 = 2.500 L2 = 0.300
Section Detail & Loading
mm N/mm2
mm
mm
mm
mm
Landing, h = mm
Average thickness of staircase Shear
h*[(T2+R2)0.5/T] Va = Vb = kN per meter
mm v = V/bd = N/mm2
100As/bd =
(2x +R)/2 = 288 mm =
=
Loading and Moment
= N/mm2> v ok
Staircase sw = 0.287772 x 24
= kN/m2Deflection
SDL = kN/m2
TDL = kN/m2L/dbase =
LL = kN/m2 M/bd2= N/mm2
fs = N/mm2
w = 1.4*TDL + 1.6*LL
= kN/m2MF =
L/d allow =
M = w*L2/10 L/d actual = < L/d allow ok
= kNm per meter
Main Reinforcement Cracking
d = 140 mm Max distance allow = 3d
K = M/bd2fcu = 0.019 = 420 mm
z = d(0.5 + sqrt(0.25 - K/0.9)) Rebar distance = 290 mm < 3d ok
= h = 175 mm < 200 ok
As req = mm2 per meter
As min = mm2 per meter
As max = mm2 per meter > As ok
Rebar prov = T 10 @ 150 mm c/c
As Prov = mm2 per meter > As req ok
Distribution bar
Rebar prov = T 10 @ 300 mm c/c
As Prov = mm2 per meter > As min ok
0.67
13.15
227
133.00
fcu/25 1.4
vc 0.66
26
x =
= 208
Avg thk =
228
6.91
0.50
7.41
4.00
16.77
Width, B =
Tread, T =
Riser, R =
Waist, h =
1650
250
160
175
N/mm2
kN/m2
kN/m2
Cover, c = 30
fy =
LL =
SDL =
fcu = 35
500
4.00
0.50
200
145
52.00
20.00
2.00
7000
262
523
23.48
0.17
0.37
400/d 2.86
m m m
Ls =
Ls
MDP Studio
Landing beam
w = 27.92 kN/m Loading from staircase = 23.48 kN/m
Load from beam (DL) = 2.52 kN/m
3.550 m Load from beam (LL) = 1.92 kN/m
W = 27.92 kN/m
M = 43.98 kNm
d = 160 mm
k = 0.164
z = d(0.5 + sqrt(0.25 - K/0.9))
= 121.79
As req = 830 mm2
As min = 78 mm2
As max = 2400 mm2 > As ok
Rebar prov = 7 T 20
spacing = 27 mm
As Prov = 2198 mm2 > As req ok
Shear
Va = Vb = kN
v = V/bd = N/mm2
100As/bd =
=
=
= N/mm2> v ok
Deflection
L/dbase =
M/bd2= N/mm2
fs = N/mm2
MF =
L/d allow =
L/d actual = < L/d allow ok
Landing slab
w = 14.8 kN/m
3.550 m
M = 23.31463 kNm
d = 165 mm
k = 0.024
z = d(0.5 + sqrt(0.25 - K/0.9))
= 156.75
As req = 342 mm2 per mm2
As min = 260 mm2 per mm2
As max = 8000 mm2 per mm2> As ok
Rebar prov = 5 T 10
spacing = 200 mm
As Prov = 393 mm2 > As req ok
Shear
Va = Vb = kN
v = V/bd = N/mm2
100As/bd =
=
=
= N/mm2> v ok
Deflection
L/dbase =
M/bd2= N/mm2
fs = N/mm2
MF =
L/d allow =
L/d actual = < L/d allow ok
49.55
1.03
3.00
400/d 2.50
fcu/25 1.4
vc 1.28
20
1.72
126
1.67
33.35
22.19
26.27
0.16
0.24
400/d 2.42
fcu/25 1.4
vc 0.55
20
0.86
290
1.44
28.71
21.52
Staircase Design (R11 - 166)
H = 11 x 166
Lb1 = 1650 mm = 1826 mm
La= 2550 mm
Lb2 = 500 mm
Section Detail & Loading
mm N/mm2
mm
mm
mm
mm
Landing, hL = mm
Average thickness of staircase
h*[(T2+R2)0.5/T]
mm
(2x +R)/2 = mm
Loading
~ Flight
Staircase sw = 0.292 x 24
= kN/m2
SDL = kN/m2
TDL = kN/m2
LL = kN/m2
w = 1.4*TDL + 1.6*LL
= kN/m2
~Landing
= 4.20 kN/m2
= 0.50 kN/m2
= 4.70 kN/m2
= 4.00 kN/m2
Avg thk =
x =
= 209
4.00
16.90
7.00
0.50
7.50
292
sw
SDL
TDL
LL
175
N/mm2
Riser, R = 166 LL = 4.00 kN/m2
0.50 kN/m2
Cover, c = 25
Waist, h = 175 SDL =
Width, B = 1935 fcu = 30
Tread, T = 255 fy = 460
= 12.98 kN/m2
Flight design
M = w*L2/10
= kNm per meter
Main Reinforcement
d = 145 mm
K = M/bd2fcu = 0.02
z = d(0.5 + sqrt(0.25 - K/0.9))
=
As req = mm2 per meter
As min = mm2 per meter
As max = mm2 per meter > As ok
Rebar prov = T 10 @ 300 mm c/c
As Prov = mm2 per meter > As req ok
Distribution bar
Rebar prov = T 10 @ 300 mm c/c
As Prov = mm2 per meter > As min ok
Shear
Va = Vb = kN per meter
v = V/bd = N/mm2
100As/bd =
=
=
= N/mm2
> v ok
Deflection
L/dbase =
M/bd2= N/mm2
fs = N/mm2
MF =
L/d allow =
L/d actual = < L/d allow ok
Cracking
17.59
10.99
137.75
199
228
7000
0.52
234
1.98
51.35
vc 0.49
26
fcu/25 1.2
400/d 2.76
21.55
0.15
0.18
262
262
w
Max distance allow = 3d
= 435 mm
Rebar distance = 290 mm < 3d ok
h = 175 mm < 200 ok
6 28.3
8 50.3
10 78.5
12 113
16 201
20 314
Staircase Design (R11 - 160)
H = 11 x 160
= 1760 mm
Le = 3.35 m
For Landings span at right angles to the stairs, ie. Landings become the supporting members.
1.650 m
3.550 m
1.650 m
L1 = 0.600 L3 = 2.750 L2 = 0.600
Section Detail & Loading
mm N/mm2
mm
mm
mm
mm
Landing, h = mm
Average thickness of staircase Shear
h*[(T2+R2)0.5/T] Va = Vb = kN per meter
mm v = V/bd = N/mm2
100As/bd =
(2x +R)/2 = 288 mm =
=
Loading and Moment
= N/mm2> v ok
Staircase sw = 0.287772 x 24
= kN/m2Deflection
SDL = kN/m2
TDL = kN/m2L/dbase =
LL = kN/m2 M/bd2= N/mm2
fs = N/mm2
w = 1.4*TDL + 1.6*LL
= kN/m2MF =
L/d allow =
M = w*L2/10 L/d actual = < L/d allow ok
= kNm per meter
Main Reinforcement Cracking
d = 145 mm Max distance allow = 3d
K = M/bd2fcu = 0.026 = 435 mm
z = d(0.5 + sqrt(0.25 - K/0.9)) Rebar distance = 290 mm < 3d ok
= h = 175 mm < 200 ok
As req = mm2 per meter
As min = mm2 per meter
As max = mm2 per meter > As ok
Rebar prov = T 10 @ 150 mm c/c
As Prov = mm2 per meter > As req ok
Distribution bar
Rebar prov = T 10 @ 300 mm c/c
As Prov = mm2 per meter > As min ok
23.10
18.82
137.75
314
228
7000
523
262
47.73
vc 0.65
6.91
0.50
7.41 26
4.00 0.90
200
16.77 1.84
0.36
Avg thk = 400/d 2.76
fcu/25 1.4
200
x = 28.09
= 208 0.19
Cover, c = 25
N/mm2
Riser, R = 160 LL = 4.00 kN/m2
Waist, h = 175 SDL = 0.50 kN/m2
Width, B = 1650 fcu = 35
Tread, T = 250 fy = 500
m m m
Ls =
Ls
Landing beam
w = 54.14 kN/m Loading from staircase = 28.09 kN/m Landing slab length 2.92 m
Load from beam (DL) = 5.04 kN/m slab effective length 2.32 m
3.550 m Load from beam (LL) = 3.84 kN/m slab load DL 6 kN/m2
Load from Slab(TL) = 17.2 LL 4 kN/m2
M = 85.28 kNm W = 54.14 kN/m
d = 165 mm V1 17.2 kN/m
k = 0.149 V2 17.2 kN/m
z = d(0.5 + sqrt(0.25 - K/0.9))
= 130.40
As req = 1503 mm2
As min = 156 mm2
As max = 4800 mm2 > As ok
Rebar prov = 6 T 20
spacing = 96 mm
As Prov = 1884 mm2 > As req ok
Rebar prov = 6 T 20
As' prov = 1884 mm2
Shear
Va = Vb = kN
v = V/bd = N/mm2
100As/bd =
=
=
= N/mm2> v ok
Deflection
L/dbase =
M/bd2= N/mm2
100*As'/bd = 1.9
fs = N/mm2
MF for C =
MF for T =
L/d allow =
L/d actual = < L/d allow ok
Landing slab
w = 14.80 kN/m
3.550 m
M = 23.31463 kNm
d = 170 mm
k = 0.023
z = d(0.5 + sqrt(0.25 - K/0.9))
= 161.50
As req = 332 mm2 per mm2
As min = 260 mm2 per mm2
As max = 8000 mm2 per mm2> As ok
Rebar prov = 5 T 10
spacing = 200 mm
As Prov = 393 mm2 > As req ok
Shear
Va = Vb = kN
v = V/bd = N/mm2
100As/bd =
=
=
= N/mm2> v ok
Deflection
L/dbase =
M/bd2= N/mm2
fs = N/mm2
MF =
L/d allow =
L/d actual = < L/d allow ok20.88
0.23
400/d 2.35
fcu/25 1.4
vc 0.54
20
0.81
282
1.50
30.06
0.15
fcu/25 1.4
vc 1.09
20
5.22
266
0.84
23.24
21.52
26.27
1.39
400/d 2.42
96.09
0.97
1.90
Staircase Design Block E Staircase 1
H = 10 x 175
= 1750 mm
Le = 5.350 m
For Landings span at right angles to the stairs, ie. Landings become the supporting members.
Slab
1.200 m
4.550 m
1.200 m
L1 = 0.150 L3 = 2.900 L2 = 2.3 L4 = 0.150
0
Le1= 2.975 Le2=
Section Detail & Loading vb va
mm N/mm2
mm
mm 33.40
mm
mm 29.9
Landing, h = mm 39.2
Average thickness of staircase Shear
Va =
h*[(T2+R2)0.5/T] Vb = kN per meter
mm v = V/bd = N/mm2
100As/bd =
(2x +R)/2 = 332 mm =
=
Loading and Moment
= N/mm2> v
Staircase sw = 0.331631 x 24 Slab sw=
= kN/m2 = 4.8 4.8 Deflection
SDL = kN/m2 SDL= 1.00 1.00
TDL = kN/m2TDL= 5.8 5.80 L/dbase =
LL = kN/m2 LL= 4.00 M/bd2 = N/mm2
fs = N/mm2
w1 = 1.4*TDL + 1.6*LL w2 = 14.52 KN/m2
= kN/m2 MF =
L/d allow =
M = wL/10 L/d actual = < L/d allow ok
= kNm per meter
Main Reinforcement Cracking
d = 169 mm Max distance allow = 3d
K = M/bd2fcu = 0.049 = 507 mm
z = d(0.5 + sqrt(0.25 - K/0.9)) Rebar distance = 290 mm < 3d ok
= h = 200 mm > 200 Fail
As req = mm2 per meter
As min = mm2 per meter
As max = mm2 per meter > As ok
Rebar prov = T 12 @ 150 mm c/c
As Prov = mm2 per meter > As req ok
Distribution bar
Rebar prov = T 10 @ 300 mm c/c
As Prov = mm2 per meter > As min ok
31.66
48.60
159.32
737
260
8000
753
262
33.40
vc 0.67
7.96
1.00
8.96 26.00
4.00 1.70
300
18.94 1.12
0.45
Avg thk = 400/d 2.37
fcu/25 1.4
kN/m2
600
x = 57.42
= 244 0.20
Cover, c = 25
Waist, h = 200 SDL = 1.00
33.42
N/mm2
Riser, R = 175 LL = 4.00 kN/m2
Tread, T = 250 fy = 460
Beam
Width, B = 1200 fcu = 35
2.375
m m m
Ls =
Ls
m
Landing beam
w = 37.28 kN/m Loading from staircase = 33.42 kN/m
Load from beam (DL) = 3.024 kN/m
4.550 m Load from beam (LL) = 0.84 kN/m
W = 37.28 kN/m
M = 96.47 kNm
d = 565 mm
k = 0.058 (Singly)
z = d(0.5 + sqrt(0.25 - K/0.9))
= 526.20
As req = 458 mm2
As min = 117 mm2
As max = 3600 mm2 > As ok
Rebar prov = 2 T 20
spacing = 110 mm
As Prov = 628 mm2 > As req ok
C. Rebar prov = 2 T 12
As' prov = 226 mm2
Shear
Va = Vb = kN -
v = V/bd = N/mm2 224.04
100As/bd = -
=
= =
= R 6 =
= N/mm2= R 6 -
Deflection
L/dbase =
M/bd2 = N/mm2 100*As'/bd = 0.27
fs = N/mm2
MF for C =
MF for T =
L/d allow =
L/d actual = < L/d allow ok
fcu/25 1.4
vc 0.64
20
2.01
224
1.27
27.56
8.05
1.08
400/d 1.00
84.81
1.00
0.74
28.3
250
(Vc + 0.4) < v < 0.8(fcu)^0.5
0.5Vc < v < (vc+0.4)
0.5V
Shear link prov
Link size used
fy
200
Area
ok
Staircase Design (R11 - 166)
H = 11 x 166
= 1826 mm
Le = 5.20 m
For Landings span at right angles to the stairs, ie. Landings become the supporting members.
1.935 m
4.235 m
1.935 m
L1 = 0.471 L3 = 2.550 L2 = 2.175
Section Detail & Loading
mm
mm
mm
mm
mm
Landing, h = mm
Average thickness of staircase Shear
h*[(T2+R2)0.5/T]
mm
(2x +R)/2 = 381 mmAvg thk =
200
x =
= 298
Cover, c = 20
Riser, R = 166 LL = 4.00
Waist, h = 250 SDL = 0.50
Width, B = 1935 fcu = 30
Tread, T = 255 fy = 460
m m m
Ls =
Ls
Loading and Moment
Staircase sw = 0.381305 x 24
= kN/m2
Deflection
SDL = kN/m2
TDL = kN/m2
LL = kN/m2
w = 1.4*TDL + 1.6*LL
= kN/m2
M = w*L2/8
= kNm per meter
Main Reinforcement Cracking
d = 222 mm
K = M/bd2fcu = 0.045
z = d(0.5 + sqrt(0.25 - K/0.9))
=
As req = mm2 per meter
As min = mm2 per meter
As max = mm2 per meter > As
Rebar prov = T 16 @ 150 mm c/c
As Prov = mm2 per meter > As req
Distribution bar
Rebar prov = T 10 @ 200 mm c/c
As Prov = mm2 per meter > As min
Landing beam
w = #VALUE! kN/m Loading from staircase =
Load from beam (DL) =
4.235 m Load from beam (LL) =
W =
M = #VALUE! kNm
d = 170 mm
k = #VALUE!
z = d(0.5 + sqrt(0.25 - K/0.9))
= #VALUE!
As req = #VALUE! mm2
67.20
210.16
799
325
10000
1340
393
9.15
0.50
9.65
4.00
19.91
As min = 566 mm2
As max = 17400 mm2
#VALUE! As
Rebar prov = 6 T 20
spacing = 411 mm
As Prov = 1884 mm2
#VALUE! As req
Shear
Va = Vb = kN
v = V/bd = N/mm2
100As/bd =
=
=
= N/mm2
#### v
Deflection
L/dbase =
M/bd2
= N/mm2
fs = N/mm2
MF =
L/d allow =
L/d actual = #VALUE! L/d allow #####
Landing slab
w = 14.80 kN/m
4.235 m
M = 33.18017 kNm
d = 175 mm
k = 0.036
z = d(0.5 + sqrt(0.25 - K/0.9))
= 166.25
As req = 499 mm2 per mm2
As min = 260 mm2 per mm2
As max = 8000 mm2 per mm2> As
Rebar prov = 5 T 10
spacing = 200 mm
fcu/25 1.2
vc 0.66
20
#VALUE!
#VALUE!
#VALUE!
#VALUE!
24.91
400/d 2.35
#VALUE!
#VALUE!
0.51
As Prov = 393 mm2
< As req
Shear
Va = Vb = kN
v = V/bd = N/mm2
100As/bd =
=
=
= N/mm2
> v
Deflection
L/dbase =
M/bd2
= N/mm2
fs = N/mm2
MF =
L/d allow =
L/d actual = > L/d allow Fail24.20
0.22
400/d 2.29
fcu/25 1.2
vc 0.50
20
1.08
390
0.92
18.34
0.18
31.34
N/mm2
Va = Vb = kN per meter
v = V/bd = N/mm2
100As/bd =
=
=
0.60
400/d 1.80
fcu/25 1.2
51.73
0.23
N/mm2
kN/m2
kN/m2
= N/mm2> v ok
Deflection
L/dbase =
M/bd2= N/mm2
fs = N/mm2
SF =
MF =
L/d allow =
L/d actual = < L/d allow ok
Cracking
6
Max distance allow = 3d 8
= 666 mm 10
Rebar distance = 190 mm < 3d ok 12
h = 250 mm > 200 Fail 16
20
ok
ok
ok
51.73 kN/m
18.3 kN/m
kN/m
##### kN/m
23.41
32.66
1
vc 0.66
20
1.36
183
1.63
#####
#####
####
ok
Fail
ok
28.3
50.3
78.5
113
201
314
Staircase Design (R14 - 175)
H = 14 x 175
= 2450 mm
Le = 4.4 m
For Landings span at right angles to the stairs, ie. Landings become the supporting members.
1.650 m
3.550 m
1.650 m
L1 = 0.900 L3 = 3.500 L2 = 0.900
Section Detail & Loading
mm
mm
mm
mm
mm
Landing, h = mm
Average thickness of staircase Shear
h*[(T2+R2)0.5/T]
mm
(2x +R)/2 = 301 mm
Width, B = 1650 fcu = 35
Tread, T = 250 fy = 500
Cover, c = 30
Riser, R = 175 LL = 3.00
Waist, h = 175 SDL = 0.50
200
x =
= 214
Avg thk =
m m m
Ls =
Ls
Loading and Moment
Staircase sw = 0.301115 x 24
= kN/m2
Deflection
SDL = kN/m2
TDL = kN/m2
LL = kN/m2
w = 1.4*TDL + 1.6*LL
= kN/m2
M = w*L2/10
= kNm per meter
Main Reinforcement Cracking
d = 139 mm
K = M/bd2fcu = 0.045
z = d(0.5 + sqrt(0.25 - K/0.9))
=
As req = mm2 per meter
As min = mm2 per meter
As max = mm2 per meter > As
Rebar prov = T 12 @ 150 mm c/c
As Prov = mm2 per meter > As req
Distribution bar
Rebar prov = T 10 @ 300 mm c/c
As Prov = mm2 per meter > As min
Landing beam
w = 46.24 kN/m Loading from staircase =
Load from beam (DL) =
3.550 m Load from beam (LL) =
W =
M = 72.84 kNm
d = 160 mm
k = 0.090
z = d(0.5 + sqrt(0.25 - K/0.9))
= 141.89
As req = 1180 mm2
7.23
0.50
7.73
3.00
15.62
30.24
131.71
528
228
7000
753
262
As min = 234 mm2
As max = 7200 mm2
> As
Rebar prov = 8 T 20
spacing = 106 mm
As Prov = 2512 mm2
> As req
Shear
Va = Vb = kN
v = V/bd = N/mm2
100As/bd =
=
=
= N/mm2
> v
Deflection
L/dbase =
M/bd2
= N/mm2
fs = N/mm2
MF =
L/d allow =
L/d actual = < L/d allow ok
Landing slab
w = 13.20 kN/m
3.550 m
M = 20.79413 kNm
d = 165 mm
k = 0.022
z = d(0.5 + sqrt(0.25 - K/0.9))
= 156.75
As req = 305 mm2 per mm2
As min = 260 mm2 per mm2
As max = 8000 mm2 per mm2> As
Rebar prov = 5 T 10
spacing = 200 mm
400/d 2.50
82.07
0.57
1.74
fcu/25 1.4
vc 1.07
20
3.16
157
1.21
24.15
22.19
As Prov = 393 mm2
> As req
Shear
Va = Vb = kN
v = V/bd = N/mm2
100As/bd =
=
=
= N/mm2
> v
Deflection
L/dbase =
M/bd2
= N/mm2
fs = N/mm2
MF =
L/d allow =
L/d actual = < L/d allow ok
0.14
23.43
21.52
0.24
400/d 2.42
fcu/25 1.4
vc 0.55
20
0.76
259
1.64
32.84
N/mm2
Va = Vb = kN per meter
v = V/bd = N/mm2
100As/bd =
=
=
N/mm2
kN/m2
kN/m2
34.36
0.25
0.54
400/d 2.88
fcu/25 1.4
= N/mm2> v ok
Deflection
L/dbase =
M/bd2= N/mm2
fs = N/mm2
MF =
L/d allow =
L/d actual = < L/d allow ok
Cracking
6
Max distance allow = 3d 8
= 417 mm 10
Rebar distance = 290 mm < 3d ok 12
h = 175 mm < 200 ok 16
20
ok
ok
ok
34.36 kN/m
7.56 kN/m
4.32 kN/m
46.24 kN/m
35.70
vc 0.75
26
1.56
234
1.37
31.65
ok
ok
ok
ok
ok
ok
28.3
50.3
78.5
113
201
314
DEFLECTION CHECKING FOR RC BEAM (According to BS8110, Part 1, Clause 3.4.6)
Project : 157 - Juru for span <=10m only
Beam ref : GB-TYP-04
Section Type = Rectangular Beam Beta = 1
(moment before/after redistribution )
Support Condition= Simply supported fcu = 25 N/mm2
fy = 460 N/mm2
Beam width, b (Flange width if app.)= 2504 mm
Wed width, bw= 900 mm ( For R beam, bw = b )
Effective depth, d (tensile bar)= 522 mm
(this row is provision for d')
Span, L = 11.45 m span >10m, not applicable if need to limit the
increase in deflection after partitions and finishes construction
Moment, M = 1775.72 kNm M/bd2 = 7.241 N/mm
2
Ast required = 9656 mm2
Asc required = 981 mm2
(not used)
Ast provided = 18792 mm2
Asc provided = 9648 mm2
Basic L/d = 17.467 Allowable L/d / Actual L/d =0.993
Allowable L/d= 21.791
Actual L/d = 21.935 ** Deflection not OK, comfortable span = 11.375m **