staircase design

45
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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Page 1: 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

Page 2: Staircase Design

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

Page 3: Staircase Design

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

Page 4: Staircase Design

= 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

Page 5: Staircase Design

Max distance allow = 3d

= 435 mm

Rebar distance = 290 mm < 3d ok

h = 175 mm < 200 ok

Page 6: Staircase Design
Page 7: Staircase Design

6 28.3

8 50.3

10 78.5

12 113

16 201

20 314

Page 8: Staircase Design

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

Page 9: Staircase Design

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

Page 10: Staircase Design

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

Page 11: Staircase Design

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

Page 12: Staircase Design

ok

Page 13: Staircase Design
Page 14: Staircase Design

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

Page 15: Staircase Design

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

Page 16: Staircase Design

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

Page 17: Staircase Design

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

Page 18: Staircase Design

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

Page 19: Staircase Design

= 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

Page 20: Staircase Design

#####

#####

####

ok

Page 21: Staircase Design

Fail

ok

Page 22: Staircase Design
Page 23: Staircase Design

28.3

50.3

78.5

113

201

314

Page 24: Staircase Design

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

Page 25: Staircase Design

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

Page 26: Staircase Design

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

Page 27: Staircase Design

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

Page 28: Staircase Design

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

Page 29: Staircase Design

= 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

Page 30: Staircase Design

ok

ok

ok

ok

Page 31: Staircase Design

ok

ok

Page 32: Staircase Design
Page 33: Staircase Design

28.3

50.3

78.5

113

201

314

Page 34: Staircase Design

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

Page 35: Staircase Design

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

Page 36: Staircase Design

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

Page 37: Staircase Design

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

Page 38: Staircase Design

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

Page 39: Staircase Design

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

Page 40: Staircase Design

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

Page 41: Staircase Design

= 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

Page 42: Staircase Design

ok

ok

ok

100*As'/bd = 1.59

ok

Page 43: Staircase Design

ok

ok

Page 44: Staircase Design
Page 45: Staircase Design

28.3

50.3

78.5

113

201

314