Pile Cap for 4 Piles

PILECAP DESIGN FOR 4 PILES WITH A SINGLE COLUMN THICKNESS OF PILECAP (T) = 0.70 CLEAR COVER = 0.075 WIDTH OF PILECAP (B) = 3.75 LENGTH OF PILECAP (L) = 3.75 WIDTH OF COLUMN (b) = 0.45 DEPTH OF COLUMN (d) = 0.45 fck  FOR PILECAP = 25 fy FOR PILECAP = 415 THICKNESS OF SOI L LAYER ABOVE PILECAP = 0.60 UNIT WEIGHT OF SOIL ABOVE PILECAP = 18.00 CLEAR CANTILEVER FROM PILE = 0.15 DIAMETER OF PILES = 0.40 UNFACTORED REACTIONS Fy (  (k kN) F x (  (k kN) Fz (  (k kN) COLUMN 82 83.50 46.50 46.50

m m m m m m Mpa Mpa m 3

kN/m m m AT COLUMN BASE M x (kN.m) Mz (kN.m) 690.00 690.00

C

Y

0.7

X Z

3.75

 1

2   0.45

3.75

  0. 0.45

C r zizi

 3

4

r  xi COLUMN MOMENT DUE TO SHEAR AT PILECAP BASE (M X') MOMENT DUE TO SHEAR AT PILECAP BASE (M Z') TOTAL BENDING MOMENT (M X) TOTAL BENDING MOMENT (M Z) TOTAL VERTICAL UNFACTORED FORCE

C 32.55 -32.55 722.55

kN.m kN.m kN.m

657.45 481.47

kN.m kN

PILE NO. 1 2 3 4

rxi (m)

rxi

2

rzi (m)

rzi

1.000 1.000 1.000 1.000

1.00 1.00 1.00 1.00 4.00

1.000 1.000 1.000 1.000

1.00 1.00 1.00 1.00 4.00

2

=

Σrxi

1

2

  137 kN

465 kN

- 225 kN 3

Z

2

2

=

Σrzi

FINAL FORCES IN PILE (kN) 137 465 -225 104

602 kN

X

 

104 kN

 

0.45

 

2.00

1.6

0.575

4

-121 kN   0.15

 

 

 

0.45

 

2.00

SECTION ALONG Z

0.575

1.6

0.15

- 88 kN 569 kN SECTION ALONG X MAXIMUM ULTIMATE BENDING MOMENT (M UX) MAXIMUM ULTIMATE BENDING MOMENT (M UZ) EFFECTIVE DEPTH ALONG-X DIRECTION EFFECTIVE DEPTH ALONG-Z DIRECTION

= 519 = 491 = 0.619 = 0.607

kN.m kN.m m m

X-DIRECTION Ast REQUIRED

= 2234

mm

2

MIN. Ast REQUIRED DIA. OF MAIN BARS DIA. OF DISTRIBUTION BARS REQUIRED SPACING OF MAIN BARS PROVIDED SPACING OF MAIN BARS REQUIRED SPACING OF DISTRIBUTION BARS PROVIDED SPACING OF DIST. BARS

= 2786 = 12 = 12 = 152 = 150 = 152 = 150

mm mm mm mm mm mm mm

2

Z-DIRECTION Ast REQUIRED

= 2413

mm

2

= 2732 = 12 = 12 = 155 = 150 = 155 = 150

mm mm mm mm mm mm mm

2

MIN. Ast REQUIRED DIA. OF MAIN BARS DIA. OF DISTRIBUTION BARS REQUIRED SPACING OF MAIN BARS PROVIDED SPACING OF MAIN BARS REQUIRED SPACING OF DISTRIBUTION BARS PROVIDED SPACING OF DIST. BARS

(MN. STEEL)

(MN. STEEL)

CHECK FOR SHEAR

ONE-WAY SHEAR ALONG-X

-117

0.619

0.619

-132

0.4

760

854

1.6

0.4

SHEAR FORCE DISTRIBUTION MAXIMUM ULTIMATE SHEAR AT CRITICAL SECTION (V U) = 760 ULTIMATE SHEAR STRESS ( τu) = 0.33

kN N/mm %

2

N/mm

2

pt OF STEEL PROVIDED SHEAR STRESS IN CONCRETE ( τC)

= 0.12 = 0.29

SHEAR STRESS RESISTED BY DIST. STEEL ( τus)

= 0.15

N/mm

2

TOTAL SHEAR STRESS RESISTED BY SECTION = 0.44 DESIGN FOR SHEAR IS NOT REQUIRED IN X-DIRECTION.

N/mm

2

ALONG-Z

-166

0.607

0.607

-181

0.4

831

903

1.6

0.4

SHEAR FORCE DISTRIBUTION MAXIMUM ULTIMATE SHEAR AT CRITICAL SECTION (V U) = 831 ULTIMATE SHEAR STRESS ( τu) = 0.36

kN N/mm %

2

N/mm

2

pt OF STEEL PROVIDED SHEAR STRESS IN CONCRETE ( τC)

= 0.12 = 0.29

SHEAR STRESS RESISTED BY DIST. STEEL ( τus)

= 0.15

N/mm

2

TOTAL SHEAR STRESS RESISTED BY SECTION DESIGN FOR SHEAR IS NOT REQUIRED IN Z-DIRECTION.

= 0.44

N/mm

2

TWO-WAY SHEAR ALONG-X

32

0.310

0.310

-132

0.4

691

854

1.6

0.4

SHEAR FORCE DISTRIBUTION MAXIMUM ULTIMATE SHEAR AT CRITICAL SECTION (V U) = 691 ULTIMATE SHEAR STRESS ( τu) = 0.26

kN N/mm

2

SHEAR STRESS IN CONCRETE ( τC)

= 1.25

N/mm

2

k s.τc

= 1.25

N/mm

2

SECTION IS OK IN SHEAR.

ALONG-Z

3

0.304

0.304

-181

0.4

719

903

1.6

0.4

SHEAR FORCE DISTRIBUTION MAXIMUM ULTIMATE SHEAR AT CRITICAL SECTION (V U) = 719 ULTIMATE SHEAR STRESS ( τu) = 0.28

kN N/mm

2

SHEAR STRESS IN CONCRETE ( τC)

= 1.25

N/mm

2

k s.τc

= 1.25

N/mm

2

= 656 = 12 = 105 = 100

mm mm mm mm

SECTION IS OK IN SHEAR.

SIDE FACE REINFORCEMENT AREA REQUIRED FOR SIDE FACE REINFORCEMENT DIAMETER OF SIDE FACE REINFORCEMENT SPACING REQUIRED SPACING PROVIDED

2