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PILECAP DESIGN FOR 4 PILES WITH A SINGLE COLUMN THICKNESS OF PILECAP (T) = 0.70 m CLEAR COVER = 0.075 m WIDTH OF PILECAP (B) = 3.75 m LENGTH OF PILECAP (L) = 3.75 m WIDTH OF COLUMN (b) = 0.45 m DEPTH OF COLUMN (d) = 0.45 m fck FOR PILECAP = 25 Mpa fy FOR PILECAP = 415 Mpa THICKNESS OF SOIL LAYER ABOVE PILECAP = 0.60 m 3 UNIT WEIGHT OF SOIL ABOVE PILECAP = 18.00 kN/m CLEAR CANTILEVER FROM PILE = 0.15 m DIAMETER OF PILES = 0.40 m UNFACTORED REACTIONS AT COLUMN BASE Fy (kN) Fx (kN) Fz (kN) Mx (kN.m) Mz (kN.m) COLUMN 82 83.50 46.50 46.50 690.00 690.00

C

Y

0.7

X Z

3.75

1

2 0.45

3.75

0.45

C rzi

3

4

rxi COLUMN MOMENT DUE TO SHEAR AT PILECAP BASE (MX') MOMENT DUE TO SHEAR AT PILECAP BASE (MZ') TOTAL BENDING MOMENT (MX) TOTAL BENDING MOMENT (MZ) TOTAL VERTICAL UNFACTORED FORCE

C 32.55 -32.55 722.55 657.45 481.47

kN.m kN.m kN.m kN.m kN

PILE NO. 1 2 3 4

2

rxi (m)

rxi

1.000 1.000 1.000 1.000 2 Σrxi =

1.00 1.00 1.00 1.00 4.00

1

2

137 kN

465 kN

rzi

1.000 1.000 1.000 1.000 2 Σrzi =

1.00 1.00 1.00 1.00 4.00

X - 225 kN 3

104 kN Z

2

rzi (m)

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

602 kN

0.45

2.00

1.6

0.575

4

-121 kN 0.15

0.45

SECTION ALONG Z

0.575 2.00 1.6

0.15

- 88 kN 569 kN SECTION ALONG X MAXIMUM ULTIMATE BENDING MOMENT (MUX) MAXIMUM ULTIMATE BENDING MOMENT (MUZ) 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

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

mm2 mm mm mm mm mm mm

Z-DIRECTION Ast REQUIRED

= 2413

mm2

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

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

mm2 mm mm mm mm mm mm

2

(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 (VU) ULTIMATE SHEAR STRESS (τu) pt OF STEEL PROVIDED SHEAR STRESS IN CONCRETE (τC)

= 760 = 0.33 = 0.12 = 0.29

kN

SHEAR STRESS RESISTED BY DIST. STEEL (τus)

= 0.15

N/mm2

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

N/mm2 % N/mm2 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 (VU) ULTIMATE SHEAR STRESS (τu) pt OF STEEL PROVIDED SHEAR STRESS IN CONCRETE (τC)

= 831 = 0.36 = 0.12 = 0.29

kN

SHEAR STRESS RESISTED BY DIST. STEEL (τus)

= 0.15

N/mm2

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

N/mm2

N/mm2 % N/mm2

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 (VU) = 691 ULTIMATE SHEAR STRESS (τu) = 0.26 SHEAR STRESS IN CONCRETE (τC) = 1.25

kN

ks.τc SECTION IS OK IN SHEAR.

N/mm2

= 1.25

N/mm2 N/mm2

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 (VU) = 719 ULTIMATE SHEAR STRESS (τu) = 0.28 SHEAR STRESS IN CONCRETE (τC) = 1.25

kN

ks.τc SECTION IS OK IN SHEAR.

= 1.25

N/mm2

= 656 = 12 = 105 = 100

mm2 mm mm mm

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

N/mm2 N/mm2