08 - Pile Cap - 2 Pile

CALCULATION SHEET

TITLE

71197

JOB No. ORIG.

CHECK

APPD.

PP

DJM

MVL

DESIGN FOR PILE CAP - TWO PILES

DESIGN DATA.

External load (Ultimate)

=

N1

=

750.0

kN

External Moment (Ultimate)

=

M

=

428.0

kN.m

Diameter of pile

=

DP

=

450.0

mm

Over all depth of pile cap

=

D

=

1500.0

mm

Clear cover

=

C

=

75.0

mm

Length of the column

=

a

=

400.0

mm

Width of the column

=

b

=

400.0

mm

Characteristics strength of steel

=

f y

=

460.0

N/ mm2

Characteristics strength of concrete

=

f cu

=

35.0

N/ mm2

=

L

=

3.00 * DP

=

1350

mm

=

200

mm

DIMENSIONS.

Centre to centre distance of pile Pile cap extension Length of pile cap

=

l

=

2200

mm

Width of pile cap

=

b

=

850

mm

Effective depth

=

d

=

D - C - (Dia. / 2)

=

1412

425

1350

mm 425

        0         5         8

Slef weight of pile cap

=

N2

=

98

kN

vertical force due to external moment

=

N3

=

317

kN

Maximum vertical load per pile

=

Ps

=

(N1 + N2)/2 + N3 741

kN

ANALYSIS AND DESIGN. - TRUSS THEORY.

Maximum tension

=

T

As required As provided

=

10

T

26

=

PsL / 2d

=

354

kN

=

T / 0.95*f y

=

811

mm2

=

5309

mm2

=

Ps

=

741

OKAY

CHECK FOR SHEAR.

Shear across the cap

=

Actual shear stress

=

P vc

= =

PROJECT

SUB STATION

CLIENT

SABTANK / CAT

kN.

P / b*d 0.62

N/mm2 DATE

8/9/2004

1132009

DOCUMENT No.

CALCULATION SHEET

TITLE

71197

JOB No. ORIG.

CHECK

APPD.

PP

DJM

MVL

DESIGN FOR PILE CAP - TWO PILES

% As provided

=

100 As / bd

=

0.44

400/d

=

0.28

Design value for 400/d

=

1.00

=

0.54

Ultimate shear stress

=

vc

av

=

=

N/mm2

(L/2)-(a/2)-(DP/2)+(0.2*DP)

= Permissible stress

%

340

mm

2d vc / av

=

4.47

>

vc

N/mm2 OKAY

Actual shear stress CHECK FOR PUNCHING SHEAR.

Shear stress at face of the column

Shear perimeter at 1.5 d

=

P1.5

=

=

0.33

N/mm2

<

4.7

N/mm2

= =

Shear stress at 1.5 d

=

Ultimate shear stress

=

vc

N / (2a+2b)d

2a + 2b + 12d 18544

mm

N P1.5 * d

=

0.03

N/mm2

=

0.54

N/mm2

>

Shear stress at 1.5 d

OKAY

DESIGN ULTIMATE SERVICEABILITY.

Span / Effective depth ratio

=

0.96

<

20

=

1950

<

6246

mm2/m

OKAY

=

60000

>

6246

mm2/m

OKAY

=

26

<

49

mm

OKAY

=

1004

>

49

mm

OKAY

=

502

>

75

mm

OKAY

=

250

>

150

mm

OKAY

=

12.8

<

16

mm

OKAY

OKAY

(Table 3.9 BS 8110 part 1)

% of minimum reinforcement (Table 3.25 BS 8110 part 1)

% of maximum reinforcement (Section 3.12.6.1 BS 8110 part 1)

Minimum distance between bars (Section 3.12.11.1 BS 8110 part 1)

Maxi. distance between tension bars (Table 3.28 BS 8110 part 1)

Maximum cover for bars in tension (Section 3.12.11.2.5 BS 8110 part 1)

Maxi. distance between face bar (Section 3.12.11.2.6 BS 8110 part 1)

Minimum size of face bar (Section 3.12.5.4 BS 8110 part 1) PROJECT

SUB STATION

DATE

8/9/2004

CLIENT

SABTANK / CAT

DOCUMENT No.

1132009

SHEET

2/2