Basement Wall Rev1.xls

Basment Wall ( L-wall supported by 2 beams) Analysis and Design DESIGN PARAMETER Saturated unit weight

gt

kN/m3

Soil 19

Concrete

Effective cohension Effective friction angle Angle of fill

C' f b

kN/m2 degree degree

0 30 0

kN/m3 Water N/mm2 Steel 2 fcu concrete N/mm

Surcharge

q

kN/m2

10

cover

kN/m3

mm

Density 24 9.81 460 30 35

Ko = 1 - sinø = 0.500 Wall Height

=

3m

Beam to Beam distance

=

3m

ANALYSIS Horizontal soil pressure at bottom of wall Total horizontal soil pressure

= =

2 28.50 kN/m 42.75 kN/m

Total horizontal load due to surcharge

=

15.00 kN/m

Assume wall thickness Vertical self-weight of wall

= =

250 mm 18.00 kN/m

Assume slab thickness Vertical self-weight of slab

= =

Total moment to Beam B = 0 : 42.75 + 22.50

+

-

250 mm 2 6.00 kN/m

54

-

Moment to retaining wall due to horizontal soil pressure and surcharge, M

DESIGN Design Moment, Mult =

1.4 x M =

Assume bar diameter, fbar = d = h-c-fbar/2 = K = M/bd2fcu= 0.5

z = d {0.5 + (0.25-K/0.9) } = Thus, As = =

91.35 kNm/m 16 mm

207 mm 0.0711 0.914 d M/0.87fyz

use z =

1207.03 mm2/m

Minimum reinforcement for shrinkage & thermal crack control

0.91 d

27

= =

Asmin = =

0.35%bh 437.5 mm2/m each face

Provide

T16-150 c/c

(As=

Provide

T12-250 c/c

(As=

2 1341 mm /m - vertical main bars) 2 453 mm /m secondary bars)

+

42.75 + 65.25 kNm/m

3 x VA VA

= =

5.25 kN/m

VB

=

30.75 kN/m

22.50

0

Basment Wall ( L-wall supported by 2 beams) Analysis and Design DESIGN PARAMETER Saturated unit weight

gt

kN/m3

Soil 19

Concrete

Effective cohension Effective friction angle Angle of fill

C' f b

kN/m2 degree degree

0 30 0

kN/m3 Water N/mm2 Steel 2 fcu concrete N/mm

Surcharge

q

kN/m2

10

cover

kN/m3

mm

Density 24 9.81 460 30 35

Ko = 1 - sinø = 0.500 Wall Height

=

2m

Beam to Beam distance

=

2m

ANALYSIS Horizontal soil pressure at bottom of wall Total horizontal soil pressure

= =

2 19.00 kN/m 19.00 kN/m

Total horizontal load due to surcharge

=

10.00 kN/m

Assume wall thickness Vertical self-weight of wall

= =

200 mm 9.60 kN/m

Assume slab thickness Vertical self-weight of slab

= =

200 mm 2 4.80 kN/m

Total moment to Beam B = 0 : 12.67 + 10.00

+

-

19.2

-

Moment to retaining wall due to horizontal soil pressure and surcharge, M

DESIGN Design Moment, Mult =

1.4 x M =

Assume bar diameter, fbar = d = h-c-fbar/2 = K = M/bd2fcu= 0.5

z = d {0.5 + (0.25-K/0.9) } = Thus, As = =

31.73 kNm/m 12 mm

159 mm 0.0418 0.951 d M/0.87fyz

use z =

524.95 mm2/m

Minimum reinforcement for shrinkage & thermal crack control

0.95 d

9.6

= =

Asmin = =

0.35%bh 350 mm2/m each face

Provide

T12-200 c/c

(As=

2 566 mm /m - vertical main bars)

Provide

T10-200 c/c

(As=

2 393 mm /m secondary bars)

+

12.67 + 22.67 kNm/m

2 x VA VA

= =

3.07 kN/m

VB

=

16.13 kN/m

10.00

0

Basment Wall ( L-wall supported by 2 beams) Analysis and Design DESIGN PARAMETER Saturated unit weight

gt

kN/m3

Soil 19

Concrete

Effective cohension Effective friction angle Angle of fill

C' f b

kN/m2 degree degree

0 30 0

kN/m3 Water N/mm2 Steel 2 fcu concrete N/mm

Surcharge

q

kN/m2

10

cover

kN/m3

mm

Density 24 9.81 460 30 35

Ko = 1 - sinø = 0.500 Wall Height

=

1m

Beam to Beam distance

=

1m

ANALYSIS Horizontal soil pressure at bottom of wall Total horizontal soil pressure

= =

2 9.50 kN/m 4.75 kN/m

Total horizontal load due to surcharge

=

5.00 kN/m

Assume wall thickness Vertical self-weight of wall

= =

150 mm 3.60 kN/m

Assume slab thickness Vertical self-weight of slab

= =

150 mm 2 3.60 kN/m

Total moment to Beam B = 0 : 1.58 + 2.50

+

-

3.6

-

Moment to retaining wall due to horizontal soil pressure and surcharge, M

DESIGN Design Moment, Mult =

1.4 x M =

Assume bar diameter, fbar = d = h-c-fbar/2 = K = M/bd2fcu= 0.5

z = d {0.5 + (0.25-K/0.9) } = Thus, As = =

5.72 kNm/m 10 mm

110 mm 0.0157 0.982 d M/0.87fyz

use z =

136.69 mm2/m

Minimum reinforcement for shrinkage & thermal crack control

0.95 d

1.8

= =

Asmin = =

0.35%bh 262.5 mm2/m each face

Provide

T10-250 c/c

(As=

2 314 mm /m - vertical main bars)

Provide

T10-250 c/c

(As=

2 314 mm /m secondary bars)

+

1.58 + 4.08 kNm/m

1 x VA VA

= =

1.32 kN/m

VB

=

5.88 kN/m

2.50

0