**Introduction**

Staircases provide means of movement from one floor to another in a structure. Staircases

consist of a number of steps with landings at suitable intervals to provide comfort and safety

for the users.

Some common types of stairs are shown in Figure 10.1.

These include straight-flight stairs,

quarter-turn stairs, half-turn stairs, branching stairs, and geometrical stairs.

Figure 10.1: (a); (b) Straight flight stairs; (c) Quarter-turn stairs; (d)

Half-turn stairs; (e) Branching stairs; (f) Open-well (half turn); (g)

Open-well with quarter turn landing; (h); (i); (j) Geometrical stairs

**Technical Terms**

The definitions of some technical terms, which are used in connection with design of stairs, are

given.

a. Tread or Going: horizontal upper portion of a step.

b. Riser: vertical portion of a step.

c. Rise: vertical distance between two consecutive treads.

d. Flight: a series of steps provided between two landings.

e. Landing: a horizontal slab provided between two flights.

f. Waist: the least thickness of a stair slab.

g. Winder: radiating or angular tapering steps.

h. Soffit: the bottom surface of a stair slab.

i. Nosing: the intersection of the tread and the riser.

j. Headroom: the vertical distance from a line connecting the nosings of all treads and the

soffit above.

Figure 10.2 shows main technical terms associated with stairs design.

3

Figure 10.2: Stairs main technical terms

**Types of Stairs**

For purpose of design, stairs are classified into two types; transversely, and longitudinally

supported.

a- Transversely supported (transverse to the direction of movement):

Transversely supported stairs include:

* Simply supported steps supported by two walls or beams or a combination of both.

* Steps cantilevering from a wall or a beam.

* Stairs cantilevering from a central spine beam.

b- Longitudinally supported (in the direction of movement):

These stairs span between supports at the top and bottom of a flight and unsupported at the

sides. Longitudinally supported stairs may be supported in any of the following manners:

a. Beams or walls at the outside edges of the landings.

b. Internal beams at the ends of the flight in addition to beams or walls at the outside edges of

the landings.

c. Landings which are supported by beams or walls running in the longitudinal direction.

d. A combination of (a) or (b), and (c).

e. Stairs with quarter landings associated with open-well stairs.

**Design of Stairs**

Simply Supported

Figure 10.3 shows a stair, simply supported on reinforced concrete walls.

Figure 10.3: Simply supported stairs

The waist is chosen to accommodate the reinforcement using appropriate concrete cover. A

waist t of 7.5 cm is reasonable for this type of stair.

Loading:

a. Dead load:

The dead load includes own weight of the step, own weight of the waist slab, and surface

finishes on the steps and on the soffit.

b. Live Load:

Live load is taken as building design live load plus 150 kg/m2, with a maximum value of 500

kg/m2.

**Design for Shear and Flexure:**

Each step is designed for shear and flexure. Main reinforcement runs in the transverse

direction at the bottom side of the steps while shrinkage reinforcement runs at the bottom side

of the slab in the longitudinal direction. Since the step is not rectangular, an equivalent

rectangular section can be used with an average height equals to

cos 2

h t R avg = +

a

Example (10.1):

Design a straight flight staircase in a residential building that is supported on reinforced

concrete walls 1.5 m apart (center-to-center) on both sides and carries a live load of 300 kg/m2.

The risers are 16 cm and goings are 30 cm. Goings are provided with 3 cm thick marble finish

while 2 cm thick plaster is applied to both the risers and bottom surfaces of the slab.

Use f 250kg/cm2 c ¢= , f 4200kg/cm2 y = , γ 2.2 t/m3 plaster = , and γ 2.6 t/m3 marble = .

Solution:

Minimum stair thickness required to satisfy deflection requirements is given by

h l 7.5cm

20

150

min 20 = = =

Let slab waist t be equal to 7.5 cm.

Average step height is given as

h cm cm avg 16.5 7.5

0.8823

8 7.5

cos

=8+ 7.5 = + = >

a

Loading:

a. Dead load:

Own weight of step = (0.30) (0.16/2) (2.5) = 0.06 t/m of step

Own weight of slab = (0.34) (0.075) (2.5) = 0.06375 t/m of step

Weight of marble finish = (0.03) (0.30) (2.6) = 0.0234 t/m of step

Weight of plaster finish = (0.02) (0.34 + 0.16) (2.2) = 0.022 t/m of step

b. Live load:

Live load = (0.30) (0.3) = 0.09 t/m of step

6

c. Factored load:

=1.2(0.06+0.06375+0.0234+0.022)+1.6(0.09)=0.35 u w t/m of step

Shear Force:

( ) 0.263 t

2

V 0.35 1.5 u,max = =

d = 16.5 – 2.0 – 0.6 = 13.9 cm

FVc =0.75(0.53) 250 (30)(13.9)/ 1000 =2.62 t > 0.263 t

i.e. step thickness is adequate for resisting beam shear without using shear reinforcement.

Bending Moment:

( ) 0.10 t.m

8

M 0.35 1.5

2

u,max = =

Flexural reinforcement ratio is given by

( ) ( ) ( )

( )( ) ( ) 0.000459

0.9 30 13.9 250

1 1 2.353 10 0.10

4200

0.85 250

2

5

r = - -

A A . ( )( . ) . cm /step s s

2

min = = 0 0018 30 16 5 = 0 891

Use 1f 12 mmfor each step.

For shrinkage reinforcement, A . ( )( . ) . cm /m s

=0 0018 100 7 5 =135 2

Use 1f 8 mm@ 30 cmin the longitudinal direction. Figure 10.4 shows provided reinforcement

details.

7

Figure 10.4: Reinforcement details

**Cantilever Stairs**

Figure 10.5 shows a stairs cantilevered from a reinforced concrete wall. The waist is chosen to

accommodate the reinforcement using appropriate concrete cover. A waist t of 7.5 cm is

reasonable for this type of stairs.

Figure 10.5: Cantilever stairs

Loading:

a. Dead load:

The dead load includes own weight of the step, own weight of the waist slab, surface finishes

on the steps and on the soffit, in addition to a concentrated dead load of 100 kg on each step,

applied at its free end.

b. Live Load:

Live load is taken as building design live load plus 150 kg/m2 with a maximum value of 500

kg/m2.

Design for Shear and Flexure:

Each step is designed for shear and flexure. Main reinforcement runs in the transverse

direction at the top side of the steps, while shrinkage reinforcement runs at the bottom side of

the slab in the transverse and longitudinal directions. To hold the top reinforcement in position

f 6 mm stirrups are used every 20 to 25 cm.

9

Example (10.2):

Redesign the stair shown in Example (10.1) if it is a cantilever type of a clear span of 1.6 m.

Solution:

Minimum stair thickness required to satisfy deflection requirements is given by

h l 16.0cm

10

160

min 10 = = =

Let slab waist t be equal to 7.5 cm.

Average step height is given as

h cm cm avg 16.5 16.0

0.8823

8 7.5

cos

=8 + 7.5 = + = >

a

Shear Force:

Vu,max =0.35(1.6)+1.2(0.1)=0.68 t

d = 16.5 – 2.0 – 0.6 – 0.6 = 13.3 cm

FVc =0.75(0.53) 250 (30)(13.3)/ 1000 =2.51t > 0.68 t

i.e. step thickness is adequate for resisting beam shear without using shear reinforcement.

Bending Moment:

( ) 1.2(0.1)(1.6) 0.64 t.m

2

M 0.35 1.6

2

u,max = + =

Flexural reinforcement ratio is given by

( ) ( ) ( )

( )( ) ( ) 0.0033

0.9 30 13.3 250

1 1 2.353 10 0.64

4200

0.85 250

2

5

r = - - A 0.0033(30)(13.3) 1.32 cm2 / step

s = =

Use 2 f 10 mm for each step.

For shrinkage reinforcement, A ( )( ) cm m s =0.0018 100 7.5 =1.35 2 /

Use 1f 8 mm@30 cm in both directions.

Figure 10.6 shows details of provided reinforcement.

10

Figure 10.6: Reinforcement details

Longitudinally-Supported Stairs

This type of stairs is designed as one-way slab supported at the top and bottom of the flight,

while the steps themselves are treated as nonstructural elements. Figure 10.7 shows a half-turn

longitudinally supported stairs.

Figure 10.7: Longitudinally supported stairs

Deflection Requirement:

Since a flight of stairs is stiffer than a slab of thickness equal to the waist t, minimum required

slab depth is reduced by 15 %.

Effective Span:

The effective span is taken as the horizontal distance between centerlines of supporting

elements.

11

Loading:

a. Dead Load:

The dead load, which can be calculated on horizontal plan, includes:

§ Own weight of the steps.

§ Own weight of the slab. For flight load calculations, this load is to be increased by

dividing it by cosa to get it on horizontal projection, where a is the angle of slope of

the flight.

§ Surface finishes on the flight and on the landings. For flight load calculations, the part of

load acting on slope is to be increased by dividing it by cosa to get it on horizontal

projection.

b. Live Load:

Live load is always given on horizontal projection.

Design for Shear and Flexure:

The stairs slab is designed for maximum shear and flexure. Main reinforcement runs in the

longitudinal direction, while shrinkage reinforcement runs in the transverse direction. Special

attention has to be paid to reinforcement detail at opening joints, as shown in Figure 10.8.

Figure 10.8: Opening and closing joints

Example (10.3):

Design the staircase shown in Figure 10.9.a. The risers are 15 cm and goings are 25 cm, and

story height is 3.3 m. Goings are provided with 3cm-thick marble finish on cement mortar that

weighs 120 kg/m2, while 2 cm thick plaster is applied to both the risers and bottom surfaces of

12

the slab. The landings are surface finished with terrazzo tiles on sand filling that weighs 160

kg/m2 . The stair is to be designed for a live load of 300 kg/m2.

Use f 250 kg / cm2 c ¢ = , f 4200 kg / cm2 y = , and 2.2 t /m3 plaster g = .

Figure 10.9.a: Longitudinally supported stairs

Solution:

Minimum stair thickness required to satisfy deflection requirements is given by

h 20.4 cm

20

0.85 480 min = ÷ø

ö

çè

= æ

Let slab waist t be equal to 21.0 cm.

Loading (flight):

a. Dead load:

Own weight of step = (0.15/2) (2.5) = 0.1875 t/m2

Own weight of slab = (0.21) (2.5) / 0.857 = 0.613 t/m2

Weight of marble finish = 0.12 t/m2

13

Weight of plaster finish = (0.02) (2.2) / 0.857 = 0.051 t/m2

b. Live load:

Live load = 0.3 t/m2

c. Factored load:

( ) 2

wu = 1.2 0.1875 + 0.613 + 0.12 + 0.051 + 1.6 ( 0.3 ) = 1.65 t / m

wu = 1.65 (1.15) = 1.90 t / m

Loading (landing):

a. Dead load:

Own weight of slab = (0.21) (2.5) = 0.525 t/m2

Weight of terrazzo finish = 0.16 t/m2

Weight of plaster finish = (0.02) (2.2) = 0.044 t/m2

b. Live load:

Live load = 0.3 t/m2

c. Factored load:

( ) 2

wu = 1.2 0.525 + 0.16 + 0.044 + 1.6 ( 0.3 ) = 1.35 t / m

wu = 1.35 (1.3)= 1.76 t / m

Shear Force:

4.40 t

2

V 1.76(1.15 ) 1.9 2.5 max , u = ÷ø

ö

çè

= + æ

d = 21.0 – 2.0 – 0.7 = 18.3 cm

FVc =0.75(0.53) 250 (115 )(18.3)/ 1000 =13.23 t > 4.40 t

i.e. slab thickness is adequate for resisting beam shear without using shear reinforcement.

Bending Moment:

14

Figure 10.9.b: Bending moment diagram

Mu,max =5.38 t.m as shown in Figure 10.9.b

Flexural reinforcement ratio is given by

( ) ( ) ( )

( )( ) ( ) 0.00384

0.9 115 18.3 250

1 1 2.353 10 5.38

4200

0.85 250

2

5

( )( ) 2

As = 0.00384 115 18.3 =8.08 cm

Use 8 f 12 mm.

For shrinkage reinforcement, A . ( )( ) . cm /m s

= 0 0018 100 21 = 3 78 2

Use 1f 8 mm@10 cm in the transverse direction.

Design of Landing Beam:

Use 20 ´ 40 cm cross section for the landing beam.

Loading:

Load from landing = 4.4/1.30 = 3.38 t/m

Own weight of beam = 1.2(0.2)(0.40)(2.5) = 0.24 t/m

Own weight of brick wall = 1.2 (3.3 – 0.19) (12.5) (20/1000) = 0.93 t/m

wu =3.38+0.24+0.93=4.55 t/m

d = 40.0 – 4.0 – 0.8 – 0.7 = 34.5 cm

15

Bending Moment:

( ) 4.46 t.m

8

M 4.55 2.8

2

u,max = =

Flexural reinforcement ratio is given by

( ) ( ) ( )

( )( ) ( ) 0.00523

0.9 20 34.5 250

1 1 2.353 10 4.46

4200

0.85 250

2

5

r = - -

( )( ) 2

As = 0.00523 20 34.5 =3.61 cm

Use 3f 14 mm.

Shear Force:

( ) 6.37 t

2

V 4.55 2.8 u,max = =

FVc =0.75(0.53) 250 (20)(34.5)/ 1000=4.34 tons

FVs =Vu -FVc = 6.37 - 4.34 = 2.03

f d

V

S

A

and

S

A f d

V

y

v s

v y

s

=

= ,

( )( )

( )( )

( )

4200

0.0187 cm /cm 3.5 20

0.75 4200 34.5

2.03 1000

S

Av = = 2 >

Use f 8mm stirrups @ 15 cm.

Figure 10.9.c shows provided reinforcement details.

16

Figure 10.9.c: Reinforcement details

**Open-Well Stairs**

These are treated as longitudinally supported stairs discussed in the previous section. When a

landing supports loads in two directions, half the landing load is considered for the design of

each of these two directions. Figure 10.10 shows an open-well stairs with quarter-turn landing.

Figure 10.10: Open-Well stairs

Example (10.4):

Design the staircase shown in Figure 10.10.a. The risers are 16 cm, goings are 25 cm, and story

height is 3.5 m. Goings are provided with 3 cm thick marble finish on cement mortar that

weighs 120 kg/m2, while 2 cm thick plaster is applied to both the risers and bottom surfaces of

17

the slab. The landings are surface finished with terrazzo tiles on sand filling that weighs 160

kg/m2. The stair is to be designed for a live load of 300 kg/m2.

Use f 250 kg / cm2 c ¢ = , f 4200 kg / cm2 y = , 2.2 t /m3 plaster g = .

Figure 10.10.a: Open-Well stairs

Solution:

A- Flights 1 and 3:

Minimum stair thickness required to satisfy deflection requirements is given by

h 17.85 cm

20

0.85 420 min = ÷ø

ö

çè

= æ

Let slab waist t be equal to 18.0 cm.

Loading (flight):

a. Dead load:

Own weight of step = (0.16/2) (2.5) = 0.20 t/m2

Own weight of slab = (0.18) (2.5) / 0.8423 = 0.534 t/m2

18

Weight of marble finish = 0.12 t/m2

Weight of plaster finish = (0.02) (2.2) / 0.8423 = 0.0522 t/m2

b. Live load:

Live load = 0.3 t/m2

c. Factored load:

wu =1.2(0.20 +0.534 +0.12+0.0522)+1.6 (0.3)=1.57 t/m2

wu=1.57 (1)=1.57 t/m

Loading (landing):

a. Dead load:

Own weight of slab = (0.18)(2.5) = 0.45 t/m2

Weight of terrazzo finish = 0.16 t/m2

Weight of plaster finish = (0.02)(2.2) = 0.044 t/m2

b. Live load:

Live load = 0.3 t/m2

c. Factored load:

wu =1.2(0.45+0.16 +0.044 )+1.6 (0.3)=1.26 t/m2

wu1=1.26 (1.5)= 1.89 t/m

wu2=1.26 (0.5)=0.63 t/m

Shear Force:

Vu,max = 3.47 ton

For F 14 mm bars:

d = 18.0 – 2.0 – 0.7 = 15.3 cm

FVc =0.75(0.53) 250 (100)(15.3)/ 1000=9.62 t > 3.47 t

i.e. slab thickness is adequate for resisting beam shear without using shear reinforcement.

Bending Moment:

Mu,max =3.28 t.m as shown in Figure 10.10.b.

Flexural reinforcement ratio is given by

19

( ) ( ) ( )

( )( ) ( ) 0.00385

0.9 100 15.3 250

1 1 2.353 10 3.28

4200

0.85 250

2

5

( )( ) 2

As = 0.00385 100 15.3 =5.89 cm

Use 6 f 12 mm.

Figure 10.10.b: Shear force and bending moment diagrams

For shrinkage reinforcement, A ( )( ) cm m s =0.0018 100 18 =3.24 2 /

Use 1f 8 mm@15 cm in the transverse direction.

Figure 10.10.c shows reinforcement details for flights 1 and 3.

Figure 10.10.c: Reinforcement details for flights 1 and 3

B- Flight 2:

Shear Force:

20

Vu,max =1.672 t

d = 18.0 – 3.0 – 0.8 = 14.2 cm

V ( ) ( )( ) t t c F =0.85 0.53 250 100 14.2 /1000=10.11 >1.672

i.e. slab thickness is adequate for resisting beam shear without using shear reinforcement.

Bending Moment:

Figure 10.10.d: Bending moment diagram

Mu,max =1.45 t.m as shown in Figure 10.10.d.

Flexural reinforcement ratio is given by

( ) ( ) ( )

( )( ) ( ) 0.00194

0.9 100 14.2 250

1 1 2.353 10 1.45

4200

0.85 250

2

5

( )( ) 2

As = 0.00194 100 14.2 =2.76 cm

A . ( )( ) . cm /m s,

2

min = 0 0018 100 18 =3 24

Use 5 f 10 mm.

For shrinkage reinforcement, A . ( )( ) . cm /m s

= 0 0018 100 18 =3 24 2

Use 1f 8mm@15cm in the transverse direction.

Figure 10.10.e shows reinforcement details for flight 2.

21

Figure 10.10.e: Reinforcement details for flight 2

## No comments:

## Post a Comment