PILE CAP FOR 3 PILE

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

= 0.70 = 0.075 = 0.30 = 0.60 = 25

m m m m MPa

fy FOR PILECAP = 415 MPa THICKNESS OF S OIL LAYER ABOVE PILECAP = 0.70 m 3 UNIT WEIGHT OF SOIL ABOVE PILECAP = 18.00 kN/m CLEAR CANTILEVER CANTILEVER FROM PI LE = 0.20 m DIAMETER OF PILES = 0.40 m 2 AREA OF PILECAP = 3.05 m UNFACTORED REACTIONS AT COLUMN BASE Fy (  (k kN) F x (  (k kN) Fz (  (k kN) M x (kN.m) Mz (kN.m) COLUMN 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

  0. 0.6

C r zizi 3

0.8

r  xi

COLUMN MOMENT DUE TO SHEAR AT PILECAP BASE BASE (M X') MOMENT DUE TO SHEAR AT PILECAP BASE BASE (M Z') TOTAL BENDING MOMENT (M X) TOTAL BENDING MOMENT (M Z) 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. 1 2 3

rxi (m)

rxi

2

rzi (m)

rzi

0.600 0.600 0.000

0.36 0.36 0.00 0.72

0.346 0.346 0.693

0.12 0.12 0.48 0.72

2

Σrxi

=

2

2

=

Σrzi

FINAL FORCES IN PILE (kN) 121 126 307

1

2

  121 kN

126 kN X Z 307 kN 3

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

= 319 = 113 = 0.617 = 0.601

kN.m kN.m m m

X-DIRECTION Ast REQUIRED

= 517

mm

2

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

= 1011 = 16 = 12 =5 =7 = 151 = 150

mm mm mm

2

Z-DIRECTION Ast REQUIRED

= 1557

mm

2

= 985 = 16 = 12 =8 =8 = 156 = 150

mm mm mm

2

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

mm mm

mm mm

CHECK FOR SHEAR

ONE-WAY SHEAR ALONG-X MAXIMUM ULTIMATE SHEAR (V U) ULTIMATE SHEAR STRESS ( τu) pt OF STEEL PROVIDED TOTAL SHEAR STRESS RESISTED BY SECTION DESIGN FOR SHEAR IS NOT REQUIRED IN X-DIRECTION.

= 189

kN

= 0.38 = 0.29 = 1.41

N/mm %

2

N/mm

2

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

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

= 0.33 = 1.18

= 560 = 12 = 125 = 125

kN N/mm %

2

N/mm

2

mm mm mm mm

2