THICKNESS OF PILECAP (T) = 0.70 m

CLEAR COVER = 0.075 m

WIDTH OF COLUMN (b) = 0.30 m

DEPTH OF COLUMN (d) = 0.60 m

fck FOR PILECAP = 25 MPa

fy FOR PILECAP = 415 MPa

THICKNESS OF SOIL LAYER ABOVE PILECAP = 0.70 m

UNIT WEIGHT OF SOIL ABOVE PILECAP = 18.00 kN/m3

CLEAR CANTILEVER FROM PILE = 0.20 m

DIAMETER OF PILES = 0.40 m

AREA OF PILECAP = 3.05 m2

COLUMN Fy (kN) Fx (kN) Fz (kN) Mx (kN.m) Mz (kN.m)

82 461.95 -7.52 64.40 -172.70 -2.30

C

Y

0.7

X

Z

2.00

0.40

1 0.3 2 0.8

0.35

1.84

rzi

3

0.8 rxi

COLUMN C

MOMENT DUE TO SHEAR AT PILECAP BASE (MX') 45.08 kN.m

MOMENT DUE TO SHEAR AT PILECAP BASE (MZ') 5.26 kN.m

TOTAL BENDING MOMENT (MX) -127.62 kN.m

TOTAL BENDING MOMENT (MZ) 2.96 kN.m

TOTAL VERTICAL UNFACTORED FORCE 553.90 kN

PILECAP DESIGN FOR 3 PILES WITH A SINGLE COLUMN

0.6 C

UNFACTORED REACTIONS AT COLUMN BASE

PILE NO. rxi (m) rxi2 rzi (m) rzi

2

1 0.600 0.36 0.346 0.12

2 0.600 0.36 0.346 0.12

3 0.000 0.00 0.693 0.48

Σrxi2 = 0.72 Σrzi

2 = 0.72

121 kN 126 kN

X

Z

307 kN

MAXIMUM ULTIMATE BENDING MOMENT (MUX) = 319 kN.m

MAXIMUM ULTIMATE BENDING MOMENT (MUZ) = 113 kN.m

EFFECTIVE DEPTH ALONG-X DIRECTION = 0.617 m

EFFECTIVE DEPTH ALONG-Z DIRECTION = 0.601 m

X-DIRECTION

Ast REQUIRED = 517 mm2

MIN. Ast REQUIRED = 1011 mm2

DIA. OF MAIN BARS = 16 mm

DIA. OF DISTRIBUTION BARS = 12 mm

REQUIRED NO. OF MAIN BARS IN GIVEN WIDTH = 5

PROVIDED NO. OF MAIN BARS IN GIVEN WIDTH = 7

REQUIRED SPACING OF DISTRIBUTION BARS = 151 mm

PROVIDED SPACING OF DIST. BARS = 150 mm

Z-DIRECTION

Ast REQUIRED = 1557 mm2

MIN. Ast REQUIRED = 985 mm2

DIA. OF MAIN BARS = 16 mm

DIA. OF DISTRIBUTION BARS = 12 mm

REQUIRED NO. OF MAIN BARS IN GIVEN WIDTH = 8

PROVIDED NO. OF MAIN BARS IN GIVEN WIDTH = 8

REQUIRED SPACING OF DISTRIBUTION BARS = 156 mm

PROVIDED SPACING OF DIST. BARS = 150 mm

IN PILE (kN)

121

126

FINAL FORCES

307

3

1 2

ONE-WAY SHEAR

ALONG-X

MAXIMUM ULTIMATE SHEAR (VU) = 189 kN

ULTIMATE SHEAR STRESS (τu) = 0.38 N/mm2

pt OF STEEL PROVIDED = 0.29 %

TOTAL SHEAR STRESS RESISTED BY SECTION = 1.41 N/mm2

DESIGN FOR SHEAR IS NOT REQUIRED IN X-DIRECTION.

ALONG-Z

MAXIMUM ULTIMATE SHEAR AT CRITICAL SECTION (VU) = 461 kN

ULTIMATE SHEAR STRESS (τu) = 0.96 N/mm2

pt OF STEEL PROVIDED = 0.33 %

TOTAL SHEAR STRESS RESISTED BY SECTION = 1.18 N/mm2

DESIGN FOR SHEAR IS NOT REQUIRED IN Z-DIRECTION.

SIDE FACE REINFORCEMENT

AREA REQUIRED FOR SIDE FACE REINFORCEMENT = 560 mm2

DIAMETER OF SIDE FACE REINFORCEMENT = 12 mm

SPACING REQUIRED = 125 mm

SPACING PROVIDED = 125 mm

CHECK FOR SHEAR