Pile Cap For 3 Piles 5b5c2v

PILECAP DESIGN FOR 3 PILES WITH A SINGLE COLUMN THICKNESS OF PILECAP (T) CLEAR COVER WIDTH OF COLUMN (b) DEPTH OF COLUMN (d) fck FOR PILECAP fy FOR PILECAP

= 0.70 = 0.075 = 0.30 = 0.60 = 25 = 415 THICKNESS OF SOIL LAYER ABOVE PILECA = 0.70 UNIT WEIGHT OF SOIL ABOVE PILECAP = 18.00 CLEAR CANTILEVER FROM PILE = 0.20 DIAMETER OF PILES = 0.40 AREA OF PILECAP = 3.05 UNFACTORED REACTIONS Fy (kN) Fx (kN) Fz (kN) COLUMN 82

461.95

-7.52

64.40

m m m m MPa MPa m kN/m3 m m m2 AT COLUMN BASE Mx (kN.m) Mz (kN.m) -172.70

-2.30

C

Y 0.7 X Z

2.00 0.40 1

0.3

2

0.8 0.35

1.84

0.6

C rzi 3

0.8

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 45.08 5.26 -127.62 2.96 553.90

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

PILE NO. rxi (m) 1 2 3

0.600 0.600 0.000 Σrxi2

=

rxi2

rzi (m)

rzi2

0.36 0.36 0.00 0.72

0.346 0.12 0.346 0.12 0.693 0.48 Σrzi2 = 0.72

FINAL FORCES IN PILE (kN) 121 126 307

1

2

121 kN

126 kN X Z 307 kN 3

MAXIMUM ULTIMATE BENDING MOMENT (MUX) MAXIMUM ULTIMATE BENDING MOMENT (MUZ) EFFECTIVE DEPTH ALONG-X DIRECTION EFFECTIVE DEPTH ALONG-Z DIRECTION

= = = =

X-DIRECTION Ast REQUIRED

= 517

mm2

DIA. OF MAIN BARS DIA. OF DISTRIBUTION BARS REQUIRED NO. OF MAIN BARS IN GIVEN WIDTH PROVIDED NO. OF MAIN BARS IN GIVEN WIDTH REQUIRED SPACING OF DISTRIBUTION BARS PROVIDED SPACING OF DIST. BARS

= = = = = = =

1011 16 12 5 7 151 150

mm2 mm mm

Z-DIRECTION Ast REQUIRED

= 1557

mm2

= = = = = = =

mm2 mm mm

MIN. Ast REQUIRED

MIN. Ast REQUIRED DIA. OF MAIN BARS DIA. OF DISTRIBUTION BARS REQUIRED NO. OF MAIN BARS IN GIVEN WIDTH PROVIDED NO. OF MAIN BARS IN GIVEN WIDTH REQUIRED SPACING OF DISTRIBUTION BARS PROVIDED SPACING OF DIST. BARS

319 113 0.617 0.601

985 16 12 8 8 156 150

kN.m kN.m m m

mm mm

mm mm

CHECK FOR SHEAR ONE-WAY SHEAR ALONG-X MAXIMUM ULTIMATE SHEAR (VU)

= 189

ULTIMATE SHEAR STRESS (τu)

= 0.38 pt OF STEEL PROVIDED = 0.29 TOTAL SHEAR STRESS RESISTED BY SECTION = 1.41 DESIGN FOR SHEAR IS NOT REQUIRED IN X-DIRECTION.

kN N/mm2 % N/mm2

ALONG-Z MAXIMUM ULTIMATE SHEAR AT CRITICAL SECTION (VU= 461 ULTIMATE SHEAR STRESS (τu) = 0.96 pt OF STEEL PROVIDED = 0.33 TOTAL SHEAR STRESS RESISTED BY SECTION = 1.18 DESIGN FOR SHEAR IS NOT REQUIRED IN Z-DIRECTION.

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

= = = =

560 12 125 125

kN N/mm2 % N/mm2

mm2 mm mm mm