Staircase Design
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Transcript of Staircase Design
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 **
Calculation
Service
stress in
tension bar,
fs = (5/8) * (fy) * (As req/As prov) * (1/beta) = 147.728 N/mm2
M. F. for tension bar, MF1= 0.55 + { (477-fs)/(120*(0.9+M/bd2)) } = 0.887
M. F. for compression bar, MF2= 1+{(100Ascprov/bd) / (3 + (100Ascprov / bd))} = 1.406
Allowable L/d= Basic L/d * MF1 * MF2 = 21.791
Actual L/d = Span / effective depth = 21.935
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
Rectangular 1
Flanged
Table 3.10 , BS 8110
bw/b = 0.359
2 Cantilever 7 5.6
Simply supported 20 16.0
Continuous 26 20.8
Rectangular
Beam
Cantilever 7
increase in deflection after partitions and finishes construction Simply supported 20.00
Continuous 26.00
please do not touch any data in the grey color cell
21.24
Support
Condition
Support
Condition
Rectangular
Beam
Flanged
Beam with
bw/b <= 0.3
Flanged beams with
5.71884984
16.34
Staircase Design (R13 - 160)
H = 13 x 160
= 2080 mm
Le = 4.05 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 = 3.450 L2 = 0.600
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 = 288 mm
Width, B = 1650 fcu = 35
Tread, T = 250 fy = 500
Cover, c = 25
Riser, R = 160 LL = 4.00
Waist, h = 175 SDL = 0.50
200
x =
= 208
Avg thk =
m m m
Ls =
Ls
Loading and Moment
Staircase sw = 0.287772 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 = 142 mm
K = M/bd2fcu = 0.049
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 @ 300 mm c/c
As Prov = mm2 per meter > As min
Landing beam
w = 42.84 kN/m Loading from staircase =
Load from beam (DL) =
3.550 m Load from beam (LL) =
Load from Slab(TL) =
M = 67.48 kNm W =
d = 165 mm
k = 0.118
z = d(0.5 + sqrt(0.25 - K/0.9))
= 139.38
As req = 1113 mm2
6.91
0.50
7.41
4.00
16.77
34.38
133.85
591
228
7000
1340
262
As min = 156 mm2
As max = 4800 mm2
> As
Rebar prov = 5 T 20
spacing = 125 mm
As Prov = 1570 mm2
> As req
Rebar prov = 5 T 20
As' prov = 1570 mm2
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 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
400/d 2.42
76.04
0.77
1.59
fcu/25 1.4
vc 1.03
20
4.13
236
1.35
0.95
25.53
21.52
Rebar prov = 5 T 10
spacing = 200 mm
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
26.27
0.15
0.23
400/d 2.35
fcu/25 1.4
30.06
20.88
vc 0.54
20
0.81
282
1.50
N/mm2
Va = Vb = kN per meter
v = V/bd = N/mm2
100As/bd =
=
=
N/mm2
kN/m2
kN/m2
33.96
0.24
0.94
400/d 2.82
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
= 426 mm 10
Rebar distance = 290 mm < 3d ok 12
h = 175 mm < 200 ok 16
20
ok
ok
ok
33.96 kN/m Landing slab length 0.6 m
5.04 kN/m slab effective length 0.00 m
3.84 kN/m slab load DL 6 kN/m2
0 LL 4 kN/m2
42.84 kN/m
V1 0 kN/m
V2 0 kN/m
32.12
vc 0.90
20
1.71
147
1.61
28.52
ok
ok
ok
100*As'/bd = 1.59
ok
ok
ok
28.3
50.3
78.5
113
201
314