MDP Studio
Staircase Design
(R10 - 160)
H= = Le =
2.8
10 x 1600 mm
160
m
For Landings span at right angles to the stairs, ie. Landings become the supporting members.
Ls
1.650 m
Ls = 3.550 m 1.650 m
L1 = 0.300 m
L3 =
2.500m
L2 = 0.300 m
Section Detail & Loading Width, B =
1650
mm
fcu =
35
N/mm2
Tread, T =
250
mm
fy =
500
N/mm2
Riser, R =
160
mm
LL =
4.00
kN/m2
Waist, h = Cover, c = Landing, h =
175 30 200
mm mm mm
SDL =
0.50
kN/m2
Average thickness of staircase
Shear
h*[(T2+R2)0.5/T]
x= =
Va
208
Avg thk =
mm
Vb
=
23.48
kN per meter
V/bd
0.17 0.37 2.86 1.4
N/mm2
400/d fcu/25
= = = =
vc
=
0.66
N/mm2
=
v = 100As/bd
(2x +R)/2
=
288
mm
Loading and Moment Staircase sw = =
6.91
24 kN/m2
SDL TDL
= =
0.50 7.41
kN/m2 kN/m2
L/dbase
=
26
LL
=
4.00
kN/m2
M/bd2
=
0.67
N/mm2
fs
=
145
N/mm2
MF L/d allow
= =
2.00 52.00
L/d actual
=
20.00
w
0.287772
=
= =
As req
= = = = =
As min
=
As max
= = =
Rebar prov
As Prov
16.77
kN/m2
13.15
kNm per meter
2
w*L /10
As Prov
= =
ok
<
L/d allow
ok
Cracking
140 mm M/bd2fcu
Max distance allow =
0.019
d(0.5 + sqrt(0.25 - K/0.9)) 133.00 mm2 per meter 227 mm2 per meter 228 mm2 per meter
7000 T
Rebar distance h
10 523
@ mm2 per meter
150 mm c/c
@ mm2 per meter
300 mm c/c
>
As
ok
>
As req
ok
>
As min
ok
Distribution bar Rebar prov
v
Deflection
Main Reinforcement d K z
>
1.4*TDL + 1.6*LL
= M
x
T
10 262
= = = =
3d 420 mm 290 mm 175 mm
< <
3d 200
ok ok
MDP Studio
Landing beam w=
27.92 kN/m
Loading from staircase Load from beam (DL) Load from beam (LL) W
3.550 m M d k z As req
= = = = = =
As min
=
As max
= = = =
Rebar prov
spacing As Prov
= = = =
23.48 2.52 1.92 27.92
kN/m kN/m kN/m kN/m
43.98 kNm 160 mm 0.164 d(0.5 + sqrt(0.25 - K/0.9)) 121.79 mm2 830 mm2 78 2400 7 27 2198
mm2 T
>
As
ok
>
As req
ok
20
mm mm2
Shear Va
=
Vb
=
49.55
kN
1.03 3.00 2.50 1.4
N/mm2
400/d fcu/25
= = = =
vc
=
1.28
N/mm2
v = 100As/bd
V/bd
>
v
ok
Deflection L/dbase
=
20
M/bd2
=
1.72
N/mm2
fs
=
126
N/mm2
MF L/d allow
= =
1.67 33.35
L/d actual
=
22.19
<
L/d allow
ok
Landing slab w=
14.8 kN/m 3.550 m
M d k z As req
= = = = = =
As min
=
As max
= = = =
Rebar prov
spacing As Prov
23.31463 kNm 165 mm 0.024 d(0.5 + sqrt(0.25 - K/0.9)) 156.75 mm2 per mm2 342 mm2 per mm2 260 8000 5 200 393
mm2 per mm2 T
>
As
ok
>
As req
ok
10
mm mm2
Shear Va
=
Vb
=
26.27
kN
0.16 0.24 2.42 1.4
N/mm2
400/d fcu/25
= = = =
vc
=
0.55
N/mm2
v = 100As/bd
V/bd
>
v
Deflection L/dbase
=
20
M/bd2
=
0.86
N/mm2
fs
=
290
N/mm2
MF L/d allow
= =
1.44 28.71
L/d actual
=
21.52
<
L/d allow
ok
ok
Staircase Design
Lb1 =
(R11 - 166)
H= =
1650 mm
11 x 1826 mm
166
La= 2550 mm Lb2 =
500 mm
Section Detail & Loading Width, B =
1935
mm
fcu =
30
N/mm2
Tread, T =
255
mm
fy =
460
N/mm2
Riser, R =
166
mm
LL =
4.00
kN/m2
Waist, h = Cover, c = Landing, hL =
175 25 175
mm mm mm
SDL =
0.50
kN/m2
Average thickness of staircase x= = Avg thk =
h*[(T2+R2)0.5/T] 209 mm (2x +R)/2
Loading ~ Flight Staircase sw =
=
0.292
292
x
24
=
7.00
kN/m2
SDL
=
0.50
kN/m2
TDL
=
7.50
kN/m2
LL
=
4.00
kN/m
w
=
1.4*TDL + 1.6*LL
=
16.90
kN/m
~Landing 2
sw
=
4.20
kN/m
SDL
=
0.50
kN/m2
TDL
=
4.70 kN/m
LL
=
4.00 kN/m
2 2
2
2
mm
w
2 12.98 kN/m
=
Flight design
M
2
w*L /10 10.99
= =
kNm per meter
Main Reinforcement d K z
= = = =
As req
=
145 mm M/bd2fcu
= 0.02 d(0.5 + sqrt(0.25 - K/0.9)) 137.75 2 mm per meter 199
As min
=
228
mm2 per meter
As max
= = =
7000
mm2 per meter
>
As
ok
@ 300 mm c/c mm2 per meter
>
As req
ok
@ 300 mm c/c mm2 per meter
>
As min
ok
Rebar prov
As Prov
T
10 262
Distribution bar = =
T
Va
=
Vb
=
21.55
kN per meter
v = 100As/bd
V/bd
0.15 0.18 2.76 1.2
N/mm2
400/d fcu/25
= = = =
vc
=
0.49
N/mm
Rebar prov
As Prov
10 262
Shear
2
>
v
Deflection
Cracking
L/dbase
=
26
2
M/bd
=
0.52
N/mm2
fs
=
234
N/mm2
MF L/d allow
= =
1.98 51.35
L/d actual
=
17.59
<
L/d allow
ok
ok
Max distance allow Rebar distance h
= = = =
3d 435 mm 290 mm 175 mm
< <
3d 200
ok ok
6 28.3 8 50.3 10 78.5 12 113 16 201 20
314
Staircase Design
(R11 - 160)
H= = Le =
3.35
11 x 1760 mm
160
m
For Landings span at right angles to the stairs, ie. Landings become the supporting members.
Ls
1.650 m
Ls = 3.550 m 1.650 m
L1 = 0.600 m
L3 =
2.750m
L2 = 0.600 m
Section Detail & Loading Width, B =
1650
mm
fcu =
35
N/mm2
Tread, T =
250
mm
fy =
500
N/mm2
Riser, R = Waist, h = Cover, c = Landing, h =
160 175 25 200
mm mm mm mm
LL = SDL =
4.00 0.50
kN/m2 kN/m2
Average thickness of staircase 2
Shear
2 0.5
h*[(T +R ) /T]
x= =
208
Avg thk =
Va mm
Vb
=
28.09
kN per meter
V/bd
0.19 0.36 2.76 1.4
N/mm2
400/d fcu/25
= = = =
vc
=
0.65
N/mm
=
v = 100As/bd
(2x +R)/2
=
288
x
24 kN/m2
mm
Loading and Moment Staircase sw = SDL TDL
= = =
0.287772 6.91 0.50 7.41
LL
=
4.00
w
= =
M
= =
As req
= = = = =
As min
=
As max
= =
Rebar prov
As Prov
As Prov
1.4*TDL + 1.6*LL 16.77
L/dbase
=
26
kN/m2
M/bd2 fs
= =
0.90 200
MF L/d allow
= =
1.84 47.73
L/d actual
=
23.10
2
kN/m
2
w*L /10 18.82
ok
N/mm2 N/mm2
<
L/d allow
ok
kNm per meter Cracking
145 M/bd2fcu
mm
Max distance allow =
0.026
d(0.5 + sqrt(0.25 - K/0.9)) 137.75 mm2 per meter 314 2 mm per meter 228
Rebar distance h
2
mm per meter
7000 T
=
= =
v
Deflection
10
@ mm per meter
150 mm c/c
@ mm2 per meter
300 mm c/c
2
523
>
As
ok
>
As req
ok
>
As min
ok
Distribution bar Rebar prov
>
2
kN/m kN/m2
Main Reinforcement d K z
2
T
10 262
= = = =
3d 435 mm 290 mm 175 mm
< <
3d 200
ok ok
Landing beam w=
54.14 kN/m
Loading from staircase Load from beam (DL) Load from beam (LL) Load from Slab(TL) W
3.550 m M d k z As req
= = = = = =
As min
=
As max
= = = = = =
Rebar prov
spacing As Prov Rebar prov
As' prov
85.28 kNm 165 mm 0.149 d(0.5 + sqrt(0.25 - K/0.9)) 130.40 mm2 1503 2 mm 156 4800 6 96 1884 6 1884
28.09 5.04 3.84 17.2 54.14
kN/m kN/m kN/m
Landing slab length slab effective length slab load DL LL
2
>
As
ok
>
As req
ok
20
mm mm2 T
20 mm2
Shear Va
=
Vb
=
96.09
kN
0.97 1.90 2.42 1.4
N/mm2
400/d fcu/25
= = = =
vc
=
1.09
N/mm2
v = 100As/bd
V/bd
>
v
ok
Deflection L/dbase
=
20
M/bd2 fs MF for C MF for T L/d allow
= = = = =
5.22 266 1.39 0.84 23.24
L/d actual
=
21.52
N/mm2 N/mm2
100*As'/bd
<
L/d allow
ok
Landing slab w=
14.80 kN/m 3.550 m
M d k z As req
= = = = = =
As min
=
As max
= = = =
Rebar prov
spacing As Prov
23.31463 kNm 170 mm 0.023 d(0.5 + sqrt(0.25 - K/0.9)) 161.50 2 2 mm per mm 332 mm2 per mm2 260 8000 5 200 393
2
mm2 per mm T
>
As
ok
>
As req
ok
10
mm mm2
Shear Va
=
Vb
=
26.27
kN
0.15 0.23 2.35 1.4
N/mm2
400/d fcu/25
= = = =
vc
=
0.54
N/mm2
v = 100As/bd
V/bd
>
v
Deflection L/dbase
=
20
M/bd2 fs
= =
0.81 282
MF L/d allow
= =
1.50 30.06
L/d actual
=
20.88
N/mm2 N/mm2
<
L/d allow
ok
2.92 2.32 6 4
m m kN/m2 kN/m2
kN/m V1 V2
mm T
= = = = =
ok
=
1.9
17.2 kN/m 17.2 kN/m
Staircase Design
Block E Staircase 1
H= = Le =
5.350
10 x 1750 mm
175
m
For Landings span at right angles to the stairs, ie. Landings become the supporting members.
Beam
Slab
Ls
1.200 m
Ls = 4.550 m
1.200 m
L1 = 0.150 m 0
L3 =
Le1=
2.975
Section Detail & Loading
2.900 m
L2 =
2.3
m
0.150 m
L4 =
Le2=
2.375
vb
va
Width, B =
1200
mm
fcu =
35
N/mm2
Tread, T =
250
mm
fy =
460
N/mm2
Riser, R = Waist, h = Cover, c = Landing, h =
175 200 25 600
mm mm mm mm
LL = SDL =
4.00 1.00
kN/m2 kN/m2
29.9 39.2
Average thickness of staircase 2
Shear
2 0.5
h*[(T +R ) /T]
x= =
244
Avg thk =
33.40
mm
Va
=
33.42
Vb
=
57.42
kN per meter
0.20 0.45 2.37 1.4
N/mm2
400/d fcu/25
= = = =
vc
=
0.67
N/mm2
v 100As/bd
(2x +R)/2
=
332
x
24 kN/m2 kN/m2 kN/m2
mm
=
V/bd
Loading and Moment Staircase sw = SDL TDL
= = =
0.331631 7.96 1.00 8.96
LL
=
4.00
w1
= =
1.4*TDL + 1.6*LL 18.94
= =
wL/10
M
kN/m2
48.60
Slab sw= = SDL= TDL=
4.8 1.00 5.8
LL=
4.00
w2 =
4.8 1.00 5.80
As req
= = = = =
As min
=
As max
= = =
Rebar prov
As Prov
L/dbase
=
26.00
M/bd2 fs
= =
1.70 300
MF L/d allow
= =
1.12 33.40
L/d actual
=
31.66
As Prov
= =
N/mm2 N/mm2
14.52 KN/m2
kN/m2
<
L/d allow
ok
kNm per meter Cracking
169 M/bd2fcu
mm
Max distance allow =
0.049
d(0.5 + sqrt(0.25 - K/0.9)) 159.32 mm2 per meter 737 mm2 per meter 260 mm2 per meter
8000 T
Rebar distance h
12 753
@ mm2 per meter
150 mm c/c
@ mm2 per meter
300 mm c/c
>
As
ok
>
As req
ok
>
As min
ok
Distribution bar Rebar prov
v
Deflection
Main Reinforcement d K z
>
T
10 262
= = = =
3d 507 mm 290 mm 200 mm
< >
3d 200
ok Fail
Landing beam w=
37.28 kN/m
Loading from staircase Load from beam (DL) Load from beam (LL) W
4.550 m M d k z As req
= = = = = =
As min
=
As max
As' prov
= = = = = =
Va
=
Rebar prov
spacing As Prov C. Rebar prov
= = = =
33.42 3.024 0.84 37.28
kN/m kN/m kN/m kN/m
96.47 kNm 565 mm 0.058 (Singly) d(0.5 + sqrt(0.25 - K/0.9)) 526.20 mm2 458 mm2 117 3600 2 110 628 2 226
mm2 T
>
As
ok
>
As req
ok
20
mm mm2 T
12 mm2
Shear
v = 100As/bd
Vb V/bd
400/d fcu/25 vc
=
84.81
kN
0.5V
-
= = = =
1.00 0.74 1.00 1.4
N/mm2
0.5Vc < v < (vc+0.4) (Vc + 0.4) < v < 0.8(fcu)^0.5
224.04 -
=
N/mm
0.64
2
fy Link size used Shear link prov
= = =
250 R R
6 6
-
Area 200
=
=
0.27
Deflection L/dbase
=
20
M/bd2 fs MF for C MF for T L/d allow
= = = = =
2.01 224 1.08 1.27 27.56
L/d actual
=
8.05
N/mm2 N/mm2
100*As'/bd
<
L/d allow
ok
28.3
ok
Staircase Design
(R11 - 166)
H= = Le =
5.20
11 x 1826 mm
166
m
For Landings span at right angles to the stairs, ie. Landings become the supporting members.
Ls
1.935 m
Ls = 4.235 m 1.935 m
L1 = 0.471 m
L3 =
2.550m
L2 = 2.175 m
Section Detail & Loading Width, B =
1935
mm
fcu =
30
Tread, T =
255
mm
fy =
460
Riser, R =
166
mm
LL =
4.00
Waist, h = Cover, c = Landing, h =
250 20 200
mm mm mm
SDL =
0.50
Average thickness of staircase x= = Avg thk =
Shear
h*[(T2+R2)0.5/T] 298 (2x +R)/2
mm =
381
mm
Loading and Moment Staircase sw =
0.381305 =
x
9.15
24 kN/m2
SDL TDL
= =
0.50 9.65
kN/m kN/m2
LL
=
4.00
kN/m2
w
=
1.4*TDL + 1.6*LL
= M
= =
Deflection
2
19.91
kN/m2
67.20
kNm per meter
2
w*L /8
Main Reinforcement d K z
= = = = =
As req As min
=
As max
= = =
Rebar prov
As Prov
Cracking
222 2 M/bd fcu
mm =
0.045
d(0.5 + sqrt(0.25 - K/0.9)) 210.16 mm2 per meter 799 2 mm per meter 325 mm2 per meter
10000 T
16
@ mm per meter
150 mm c/c
@ mm per meter
200 mm c/c
2
1340
>
As
>
As req
>
As min
Distribution bar Rebar prov
As Prov
= =
T
10 393
2
Landing beam w=
#VALUE! kN/m 4.235 m
M d k z As req
= = = = = =
#VALUE! kNm 170 mm #VALUE! d(0.5 + sqrt(0.25 - K/0.9)) #VALUE! mm2 #VALUE!
Loading from staircase Load from beam (DL) Load from beam (LL) W
= = = =
As min
=
566
mm2
As max
= = = =
17400 6 411 1884
mm
=
Vb
Rebar prov
spacing As Prov
2
T
#VALUE!
As
20
mm mm2
#VALUE! As req
Shear Va
=
#VALUE!
kN
#VALUE! 0.51 2.35 1.2
N/mm2
400/d fcu/25
= = = =
vc
=
0.66
N/mm
v = 100As/bd
V/bd
2
####
v
Deflection L/dbase
=
20
2
M/bd
=
#VALUE!
N/mm
fs
=
#VALUE!
N/mm2
MF L/d allow
= =
#VALUE! #VALUE!
L/d actual
=
24.91
2
#VALUE! L/d allow
#####
Landing slab w=
14.80 kN/m 4.235 m
M d k z As req
= = = = = =
As min
=
As max
= = =
Rebar prov
spacing
33.18017 kNm 175 mm 0.036 d(0.5 + sqrt(0.25 - K/0.9)) 166.25 mm2 per mm2 499 mm2 per mm2 260 8000 5 200
mm2 per mm2 T mm
10
>
As
As Prov
=
393
=
Vb
mm2
<
As req
Shear Va
=
31.34
kN
0.18 0.22 2.29 1.2
N/mm
400/d fcu/25
= = = =
vc
=
0.50
N/mm2
v = 100As/bd
V/bd
2
>
v
Deflection L/dbase
=
20
2
M/bd
=
1.08
N/mm2
fs
=
390
N/mm
MF L/d allow
= =
0.92 18.34
L/d actual
=
24.20
2
>
L/d allow
Fail
N/mm2 N/mm2 kN/m
2
kN/m2
Va
=
v = 100As/bd 400/d fcu/25
Vb
=
51.73
kN per meter
V/bd
= = = =
0.23 0.60 1.80 1.2
N/mm
2
vc
=
0.66
N/mm
2
>
v
ok
Deflection L/dbase
=
20
M/bd2
=
1.36
N/mm2
fs SF
= =
183 1
N/mm2
MF L/d allow
= =
1.63 32.66
L/d actual
=
23.41
<
L/d allow
ok
Cracking Max distance allow Rebar distance h
ok ok
ok
51.73 kN/m 18.3 kN/m kN/m ##### kN/m
= = = =
3d 666 mm 190 mm 250 mm
< >
3d 200
ok Fail
6 8 10 12 16 20
#####
#####
####
ok
Fail
ok
28.3 50.3 78.5 113 201 314
Staircase Design
(R14 - 175)
H= = Le =
4.4
14 x 2450 mm
175
m
For Landings span at right angles to the stairs, ie. Landings become the supporting members.
Ls
1.650 m
Ls = 3.550 m 1.650 m
L1 = 0.900 m
L3 =
3.500m
L2 = 0.900 m
Section Detail & Loading Width, B =
1650
mm
fcu =
35
Tread, T =
250
mm
fy =
500
Riser, R =
175
mm
LL =
3.00
Waist, h = Cover, c = Landing, h =
175 30 200
mm mm mm
SDL =
0.50
Average thickness of staircase x= = Avg thk =
Shear
h*[(T2+R2)0.5/T] 214 (2x +R)/2
mm =
301
mm
Loading and Moment Staircase sw =
0.301115 =
x
7.23
24 kN/m2
SDL TDL
= =
0.50 7.73
kN/m kN/m2
LL
=
3.00
kN/m2
w
=
1.4*TDL + 1.6*LL
= M
= =
Deflection
2
15.62
kN/m2
30.24
kNm per meter
2
w*L /10
Main Reinforcement d K z
= = = = =
As req As min
=
As max
= = =
Rebar prov
As Prov
Cracking
139 2 M/bd fcu
mm =
0.045
d(0.5 + sqrt(0.25 - K/0.9)) 131.71 mm2 per meter 528 2 mm per meter 228 mm2 per meter
7000 T
12
@ mm per meter
150 mm c/c
@ mm per meter
300 mm c/c
2
753
>
As
>
As req
>
As min
Distribution bar Rebar prov
As Prov
= =
T
10 262
2
Landing beam w=
46.24 kN/m 3.550 m
M d k z As req
= = = = = =
72.84 kNm 160 mm 0.090 d(0.5 + sqrt(0.25 - K/0.9)) 141.89 mm2 1180
Loading from staircase Load from beam (DL) Load from beam (LL) W
= = = =
As min
=
234
mm2
As max
= = = =
7200 8 106 2512
mm
=
Vb
Rebar prov
spacing As Prov
2
T
>
As
>
As req
20
mm mm2
Shear Va
=
82.07
kN
0.57 1.74 2.50 1.4
N/mm2
400/d fcu/25
= = = =
vc
=
1.07
N/mm
v = 100As/bd
V/bd
2
>
v
Deflection L/dbase
=
20
2
M/bd
=
3.16
N/mm
fs
=
157
N/mm2
MF L/d allow
= =
1.21 24.15
L/d actual
=
22.19
2
<
L/d allow
ok
Landing slab w=
13.20 kN/m 3.550 m
M d k z As req
= = = = = =
As min
=
As max
= = =
Rebar prov
spacing
20.79413 kNm 165 mm 0.022 d(0.5 + sqrt(0.25 - K/0.9)) 156.75 mm2 per mm2 305 mm2 per mm2 260 8000 5 200
mm2 per mm2 T mm
10
>
As
As Prov
=
393
=
Vb
mm2
>
As req
Shear Va
=
23.43
kN
0.14 0.24 2.42 1.4
N/mm
400/d fcu/25
= = = =
vc
=
0.55
N/mm2
v = 100As/bd
V/bd
2
>
v
Deflection L/dbase
=
20
2
M/bd
=
0.76
N/mm2
fs
=
259
N/mm
MF L/d allow
= =
1.64 32.84
L/d actual
=
21.52
2
<
L/d allow
ok
N/mm2 N/mm2 kN/m
2
kN/m2
Va
=
v = 100As/bd 400/d fcu/25
Vb
=
34.36
kN per meter
V/bd
= = = =
0.25 0.54 2.88 1.4
N/mm
2
vc
=
0.75
N/mm
2
>
v
ok
Deflection L/dbase
=
26
M/bd2
=
1.56
N/mm2
fs
=
234
N/mm2
MF L/d allow
= =
1.37 35.70
L/d actual
=
31.65
<
L/d allow
ok
Cracking Max distance allow Rebar distance h
ok ok
ok
34.36 7.56 4.32 46.24
kN/m kN/m kN/m kN/m
= = = =
3d 417 mm 290 mm 175 mm
< <
3d 200
ok ok
6 8 10 12 16 20
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 Beam ref
: :
157 - Juru GB-TYP-04
for span <=10m only
Section Type =
Rectangular Beam
Support Condition =
Simply supported
Beta = 1 (moment before/after redistribution ) 2 fcu = 25 N/mm 2 fy = 460 N/mm
Beam width, b=(Flange width if app.) Wed width, bw= Effective depth, = d (tensile bar)
2504 mm 900 mm 522 mm
( For R beam, bw = b )
(this row is provision for d') Span, L
=
11.45 m
Moment, M = Ast required = Asc required =
1775.72 kNm 2 9656 mm 2 981 mm
Ast provided = Asc provided =
2 18792 mm 2 9648 mm
Basic L/d = Allowable L/d= Actual L/d =
Calculation Service stress in tension bar, fs =
17.467 21.791 21.935
span >10m, not applicable if need to limit the increase in deflection after partitions and finishes construction 2 M/bd2 = 7.241 N/mm (not used)
Allowable L/d / Actual L/d ** Deflection not OK, comfortable span = 11.375m **
(5/8) * (fy) * (As req/As prov) * (1/beta)
2 M. F. for tension = bar, MF1 0.55 + { (477-fs)/(120*(0.9+M/bd )) } M. F. for compression = bar, MF2 1+{(100Ascprov/bd) / (3 + (100Ascprov / bd))}
Allowable L/d= Actual L/d =
0.993 =
Basic L/d * MF1 * MF2 Span / effective depth
Note : 1) MF - Modification Factor 2) b in MF1 and MF2 is based on wed width, bw 3) For 1st span, take support condition as continuous
= = =
2 147.728 N/mm
0.887 1.406 = 21.791 = 21.935
inishes construction
Rectangular 1 Flanged
Table 3.10 , BS 8110 Support Rectangular Condition Beam 2 Cantilever Simply supported Continuous Support Condition
Flanged Beam with 7 bw/b <= 0.3 5.6 20 16.0 26 20.8
Flanged beams with bw/b = 0.359 5.71884984 16.34 21.24
Rectangular Beam
Cantilever Simply supported Continuous
7 20.00 26.00
please do not touch any data in the grey color cell
Staircase Design
(R13 - 160)
H= = Le =
4.05
13 x 2080 mm
160
m
For Landings span at right angles to the stairs, ie. Landings become the supporting members.
Ls
1.650 m
Ls = 3.550 m 1.650 m
L1 = 0.600 m
L3 =
3.450m
L2 = 0.600 m
Section Detail & Loading Width, B =
1650
mm
fcu =
35
Tread, T =
250
mm
fy =
500
Riser, R =
160
mm
LL =
4.00
Waist, h = Cover, c = Landing, h =
175 25 200
mm mm mm
SDL =
0.50
Average thickness of staircase x= = Avg thk =
Shear
h*[(T2+R2)0.5/T] 208 (2x +R)/2
mm =
288
mm
Loading and Moment Staircase sw =
0.287772 =
x
6.91
24 kN/m2
SDL TDL
= =
0.50 7.41
kN/m kN/m2
LL
=
4.00
kN/m2
w
=
1.4*TDL + 1.6*LL
= M
= =
Deflection
2
16.77
kN/m2
34.38
kNm per meter
2
w*L /8
Main Reinforcement d K z
= = = = =
As req As min
=
As max
= = =
Rebar prov
As Prov
Cracking
142 2 M/bd fcu
mm =
0.049
d(0.5 + sqrt(0.25 - K/0.9)) 133.85 mm2 per meter 591 2 mm per meter 228 mm2 per meter
7000 T
16
@ mm per meter
150 mm c/c
@ mm per meter
300 mm c/c
2
1340
>
As
>
As req
>
As min
Distribution bar Rebar prov
As Prov
= =
T
10 262
2
Landing beam w=
42.84 kN/m 3.550 m
M d k z As req
= = = = = =
67.48 kNm 165 mm 0.118 d(0.5 + sqrt(0.25 - K/0.9)) 139.38 mm2 1113
Loading from staircase Load from beam (DL) Load from beam (LL) Load from Slab(TL) W
= = = = =
As min
=
156
mm2
As max
= = = = = =
4800 5 125 1570 5 1570
mm
=
Vb
Rebar prov
spacing As Prov Rebar prov
As' prov
2
T
>
As
>
As req
20
mm mm2 T
20 mm2
Shear Va
=
76.04
kN
0.77 1.59 2.42 1.4
N/mm2
400/d fcu/25
= = = =
vc
=
1.03
N/mm2
v = 100As/bd
V/bd
>
v
Deflection L/dbase
=
20
M/bd2
=
4.13
N/mm2
fs MF for C MF for T L/d allow
= = = =
236 1.35 0.95 25.53
N/mm2
L/d actual
=
21.52
<
L/d allow
ok
Landing slab w=
14.80 kN/m 3.550 m
M d k z As req
= = = = = =
As min
=
As max
=
23.31463 kNm 170 mm 0.023 d(0.5 + sqrt(0.25 - K/0.9)) 161.50 mm2 per mm2 332 mm2 per mm2 260 8000
mm2 per mm
2
>
As
Rebar prov
spacing As Prov
= = =
5 200 393
=
Vb
T
10
mm mm2
>
As req
Shear Va
=
26.27
kN
0.15 0.23 2.35 1.4
N/mm2
400/d fcu/25
= = = =
vc
=
0.54
N/mm2
v = 100As/bd
V/bd
>
v
Deflection L/dbase
=
20
2
M/bd
=
0.81
N/mm2
fs
=
282
N/mm
MF L/d allow
= =
1.50 30.06
L/d actual
=
20.88
2
<
L/d allow
ok
N/mm2 N/mm2 kN/m
2
kN/m2
Va
=
v = 100As/bd 400/d fcu/25
Vb
=
33.96
kN per meter
V/bd
= = = =
0.24 0.94 2.82 1.4
N/mm
2
vc
=
0.90
N/mm
2
>
v
ok
Deflection L/dbase
=
20
M/bd2
=
1.71
N/mm2
fs
=
147
N/mm2
MF L/d allow
= =
1.61 32.12
L/d actual
=
28.52
<
L/d allow
ok
Cracking Max distance allow Rebar distance h
= = = =
3d 426 mm 290 mm 175 mm
< <
3d 200
ok ok
ok ok
ok
33.96 5.04 3.84 0 42.84
kN/m kN/m kN/m
Landing slab length slab effective length slab load DL LL
0.6 0.00 6 4
m m kN/m2 kN/m2
kN/m V1 V2
0 kN/m 0 kN/m
6 8 10 12 16 20
ok
ok
ok
100*As'/bd
ok
=
1.59
ok
ok
28.3 50.3 78.5 113 201 314
