Design of Pile Cap

Design of Pile Cap Reinforcement Node 1 Footing No. F1 Grid No A6 Factored Reactions from Staad Pro Load Case 2003

0.6

1.2

1.2

1.187DL+1.2EQPT+0.4LL+1.2PIPE+1.2EI-1.6WIND X+1.2DL-SELFWT.

B Fx Fy Fz Mx Mz

173.6 3757 50.6 7.384 -340.1

kN kN kN kNm kNm

C

3 .

4

3.6

1.2 1.2 2 .

L = B = Depth of Pile cap = Bottom Clear Cover = Dia of bar =

3.6 m 3.6 m 1.5 m

Mx

A

100 mm 25 mm

D . 3.6 Mz

Depth of soil above pile cap = 1 m Effective depth of pile cap = 1387.5 mm Side cover = 50 mm Density of soil = 17.658 kN/m3 Density of concrete = 24.525 kN/m3 Column size (axb) = 1 m X 1 No of Piles = 4 piles Pile dia = 0.8 m fc' = 35 N/mm2 fy = 415 N/mm2 Self weight of pile cap and soil = 651.17 kN Strength reduction factor

1

Z

m

Flexure φf

=

0.90

(Cl 9.3.2.1)

Shear φs

=

0.75

(Cl 9.3.2.3)

Pile Group Characteristics Ix Group =

5.76

Rz extreme =

1.2

Iz Group =

5.76

Rx extreme =

1.2

Gross Reactions P per pile PA

=

P/n ± Mx*Rz/Ix ± Mz*Rx/Iz

PB

=

1174.44 kN

PC

=

1032.73 kN

PD

=

1029.65 kN

=

Note: P = Axial Load + self wt of pile cap and soil

1171.36 kN

Along X. Dir.

1000 Column 0.7

0.7

A/B

C/D Pile Cap

Pile PA + PB

PC + PD

2345.8

2062.38 3600

Upward Moment Mz max Factored weight of footing & soil above it w Overhang of footing l Downward Moment due to footing and soil weight above it wl2/2

= = = =

1642.06 196 1.3 165.62

kNm kN/m m kNm

X

Net upward Moment Mn = Mz/φf =

= 1640.49 kNm

1476.44 kNm

Mn=As.fy.(d-0.59Asfy/(fc' b)) a1

=

b1

=

(ACI - 340R -Flexure 2 pg 430) 1 = 1 -fc'bd/(0.59*fy) = -714008.5767

c1

=

Mufc'b/(0.59*fy^2)

Area of steel

As

=

Minimum Reinforcement

= =

=

2034210667

2860.4599 mm2 0.0018bh 8991

Provided bottom bar D 25 @ No of bars = 36 Area of steel provided= 17671.46 mm2

100

Cl 7.12.2.1 mm2 C/C

along X dir

ρb = 0.85fc'β1/fy x (600/(600+fy)) β1 = 0.85 ρb = 0.0360 Allowable tension reinforcement ratio (0.75ρb) ρmax = 0.0270 Reinforcement ratio for balanced section

Actual Reinforcement ratio ρ = As/bd

ρ

=

0.0035378296

< Hence Safe

Cl 10.2.7.3

0.0270

Along Z. Dir. Column 1000 0.7

0.7

B/C

A/D Pile Cap

Pile PC + PB

PA + PD

2207.17

2201.01 3600

Upward Moment Mx max

= = = = =

Factored weight of footing & soil above it w Overhang of footing l Downward Moment due to footing and soil weight above it wl2/2 Net upward Moment Mn = Mx/φf = 1532.67 kNm Mn=As.fy.(d-0.59Asfy/(fc' b)) a1

=

b1

=

c1 = Area of steel

=

1

=

-714008.5767

Mufc'b/(0.59*fy^2)

=

1900513666 2671.75 mm2


kNm kN/m m kNm kNm

(ACI - 340R -Flexure 2 pg 430)

1 -fc'bd/(0.59*fy) As

1545.02 196 1.3 165.62 1379.4

= = =

0.0018bh 8991

Provided bottom bar D 25 @ No of bars = 36 Area of steel provided= 17671.46 mm2 Reinforcement ratio for balanced section

100 C/C

along Z dir

ρb = 0.85fc'β1/fy x (600/(600+fy)) β1 ρb

Allowable tension reinforcement ratio (0.75ρb) ρmax Actual Reinforcement ratio ρ = As/bd

Cl 7.12.2.1 mm2

ρ

=

=

0.85

=

0.0360

=

0.0270

0.0035378296

< Hence Safe

Cl 10.2.7.3

0.0270

Check for One Way shear The critical section is at distance "d" from the face of column. Effective depth d = 1387.5 mm = 1.3875 m i.e., Critical section is at 1.3875m away from edge of column Distance from face of column to the Centre of pile = Distance between critical section and centre of pile =

0.7 m 0.69 m

>

0.4

Critical section lies beyond the pile, so chk for one way shear is not required. Check for Two Way shear (Punching Shear) Column Punching The critical section is at distance "d/2" from the face of pedestal. Shear force from column Effective depth d = bo = perimeter

=

3757 KN

1387.5 mm

=

9550 mm

Ratio of long side to short side of the column

1.3875 m [2*(a+d)+2*(b+d)] βc = 1

Allowable shear in the section Vc = 1/6 (1+2(4)/βc)√fc'.bod

=

117587.63 KN

Vc shall not exceed 1/3 √fc' bo d

=

9850.27 KN

Shear strength of section

φsVc

=

(Cl.11.12.2.1)

7387.7025 KN > Hence safe

3757

Corner Pile Punching shear Max Vertical Load on corner pile Radius R = Perimeter bo

=

Perimeter bo

=

=

1174.44 KN

1.09 m (2R * 90/360) + Edge Distance *2 2.91 m

=


2910 mm βc =

1


=

35830.37 KN


=

7962.3 KN


φsVc

=

(Cl.11.12.2.1)


1174.44

Design of Pile Cap Reinforcement Node 2 Footing No. F2 Grid No A5 Factored Reactions from Staad Pro Load Case 2015 1.187DL-SLAB+1.2EQPT+0.4LL+1.2PIPE+1.2EI -1.6 WIND Z (REALITY CON) +1.2DL-SELFWT

Fx Fy Fz Mx Mz

31.38 4761.1 319 356 -26

kN kN kN kNm kNm

1.7

1.7

0.6

B L = B = Depth of Pile cap = Bottom Clear Cover = Dia of bar = Side cover =

4.6 4.6 1.5 100 25 50

m m m mm mm mm

D 1.7 E

4.6 A

C

4.6 Depth of soil above pile cap = 1 Effective depth of pile cap = Density of soil = 17.658 Density of concrete = 24.525 Column size (axb) = 1 No of Piles = 5 Pile dia = 0.8 fc' = 35 fy = 415 Self weight of pile cap and soil =

Mx

Mz

m 1387.5 mm kN/m3 kN/m3 m X 1 piles m N/mm2 N/mm2

Z m

1097.62 kN Flexure φf

Strength reduction factor

1

=

Shear φs

=

0.90

(Cl 9.3.2.1)

0.75

(Cl 9.3.2.3)

Pile Group Characteristics Ix Group = Iz Group =

11.56

Rz extreme=

1.7

11.56

Rx extreme=

1.7

Gross Reactions P per pile

=


PA

=

1123 kN

PB

=

1228 kN

PC

=

1116 kN

PD

=

1220 kN

PE

=

1172 kN


X 1.7

Along X. Dir.

Column 1.2

1.2

A/B

C/D Pile Cap PE

Pile PA + P B

PC + P D

2351.13

2335.84

Upward Moment Mz max

= = = = =

Factored weight of footing & soil above it w Overhang of footing l wl2/2 Downward Moment due to footing and soil weight abov Net upward Moment Mn = Mz/φf = 2684 kNm

2821.356 250.45 1.8 405.729 2415.627

kNm kN/m m kNm kNm


=

b1

=

c1 = Area of steel

1 -fc'bd/(0.59*fy)

1

=

-912344.2924

Mufc'b/(0.59*fy^2) = 4252702835 As = 4685.35 mm2


Provided bottom bar D

=

= = 25

@

0.0018bh 11488.5 mm2 100

Cl 7.12.2.1

C/C

along X dir

No of bars = 46 Area of steel provided= 22580 mm2 Reinforcement ratio for balanced section ρb = 0.85fc'β1/fy x (600/(600+fy)) β1 = ρb = Allowable tension reinforcement ratio (0.75ρb) ρmax = Actual Reinforcement ratio ρ = As/bd

ρ

Along Z. Dir. Column

1.2

1.2

B/C

A/D Pile Cap PE

Pile

PE

PA + P C

= 0.003538

0.85

Cl 10.2.7.3

0.0360 0.0270 < Hence Safe

0.0270

PD + P B

2448.19

2238.78

Upward Moment Mx max Factored weight of footing & soil above it Overhang of footing wl2/2 Downward Moment Net upward Moment Mn = Mx/φf =

w l

= = = = =

2937.83 250.45 1.8 405.73 2532.1

kNm kN/m m kNm kNm

=

2813.44 kNm


=

b1

=

c1

=

1 -fc'bd/(0.59*fy)

=

1

= Mufc'b/(0.59*fy^2) =

-912344.2924 4457746100

=

4912.49 mm2


= =

0.0018bh 11488.5 mm2

Cl 7.12.2.1

Provided bottom bar D 25

@

100 C/C

along Z dir

Area of steel

As


ρ

= 0.003538

0.85

Cl 10.2.7.3

0.0360 0.0270 < Hence Safe

Check for One Way shear The critical section is at distance "d" from the face of column. Effective depth d = 1387.5 mm = 1.3875 m i.e., Critical section is at 1.3875m away from edge of column Distance from face of column to the Centre of pile Distance between critical section and centre of pile

1.2 m 0.19 m

<

0.4

Effective piles falls beyond critical section. So, chk for one way shear should be done. Shear Force in X Dir. Shear Force in Z Dir.

= =

Allowable shear in the section Vc = 1/7 bwd(√fc' + 120ρwVud/Mu)

2351.13 kN 2448.19 kN

=

5861.56 kN

=

11327.814 kN

(Vud/Mu < =1) and shall not be greater than 0.3√fc' bwd

(Cl.11.3.2.1)

0.0270

φsVc


=

4396.17 kN > Hence safe

2448.19

Check for Two Way shear (Punching Shear) Column Punching The critical section is at distance "d/2" from the face of pedestal. Shear force from column Effective depth d = perimeter bo =

4761.1 KN

1387.5 mm

=

9550 mm

1.3875 m [2*(a+d)+2*(b+d)]

Ratio of long side to short side of the column βc = Allowable shear in the section Vc = 1/6 (1+2(4)/βc)√fc'.bod = Vc shall not exceed 1/3 √fc' bo d

117587.6 KN

(Cl.11.12.2.1)

12586.46 KN

φsVc


1

=


4761.1

Corner Pile Punching shear Max Vertical Load on corner pile = Radius R = Perimeter bo

=

Perimeter bo

=

1227.92 KN


=

2910 mm

Ratio of long side to short side of the column βc = Allowable shear in the section Vc = 1/6 (1+2(4)/βc)√fc'.bod = Vc shall not exceed 1/3 √fc' bo d Shear strength of section

φsVc

1

35830.37 KN

(Cl.11.12.2.1)

7962.3 KN =


1227.92


Fx Fy Fz Mx Mz

20 4940 250 405.2 -25

kN kN kN kNm kNm

1.7

1.7

0.6


4.6 4.6 1.5 100 25 50

m m m mm mm mm

D 1.7 E

4.6 A

C


Mx

Mz


Z m



1

=

Shear φs

=

0.90

(Cl 9.3.2.1)

0.75

(Cl 9.3.2.3)


11.56

Rz extreme=

1.7

11.56

Rx extreme=

1.7


=


PA

=

1152 kN

PB

=

1271 kN

PC

=

1144 kN

PD

=

1263 kN

PE

=

1208 kN


X 1.7

Along X. Dir.

Column 1.2

1.2

A/B

C/D Pile Cap PE

Pile PA + P B

PC + P D

2422.4

2407.7


= = = = =


2906.88 250.45 1.8 405.729 2501.151

kNm kN/m m kNm kNm


=

b1

=

c1 = Area of steel

1 -fc'bd/(0.59*fy)

1

=

-912344.2924

Mufc'b/(0.59*fy^2) = 4403272818 As = 4852.13 mm2



=

= = 25

@

0.0018bh 11488.5 mm2 100

Cl 7.12.2.1

C/C

along X dir


ρ


1.2

1.2

B/C

A/D Pile Cap PE

Pile

PE

PA + P C

= 0.003538

0.85

Cl 10.2.7.3

0.0360 0.0270 < Hence Safe

0.0270

PD + P B

2534.23

2295.87


w l

= = = = =

3041.08 250.45 1.8 405.73 2635.35

kNm kN/m m kNm kNm

=

2928.17 kNm


=

b1

=

c1

=

1 -fc'bd/(0.59*fy)

=

1

= Mufc'b/(0.59*fy^2) =

-912344.2924 4639529685

=

5113.95 mm2


= =

0.0018bh 11488.5 mm2

Cl 7.12.2.1


@

100 C/C

along Z dir

Area of steel

As


ρ

= 0.003538

0.85

Cl 10.2.7.3

0.0360 0.0270 < Hence Safe


1.2 m 0.19 m

<

0.4


= =


2422.4 kN 2534.23 kN

=

5859.03 kN

=

11327.814 kN


(Cl.11.3.2.1)

0.0270

φsVc


=


2534.23


4940 KN

1387.5 mm

=

9550 mm

1.3875 m [2*(a+d)+2*(b+d)]


117587.6 KN

(Cl.11.12.2.1)

12586.46 KN

φsVc


1

=


4940


=

Perimeter bo

=

1270.79 KN


=

2910 mm


φsVc

1

35830.37 KN

(Cl.11.12.2.1)

7962.3 KN =


1270.79


Fx Fy Fz Mx Mz

24.1 5198 286.4 484 -23.1

kN kN kN kNm kNm

1.7

1.7

0.6


4.6 4.6 1.5 100 25 50

m m m mm mm mm

D 1.7 E

4.6 A

C


Mx

Mz


Z m



1

=

Shear φs

=

0.90

(Cl 9.3.2.1)

0.75

(Cl 9.3.2.3)


11.56

Rz extreme=

1.7

11.56

Rx extreme=

1.7


=


PA

=

1191 kN

PB

=

1333.7 kN

PC

=

1185 kN

PD

=

1326.9 kN

PE

=

1259 kN


X 1.7

Along X. Dir.

Column 1.2

1.2

A/B

C/D Pile Cap PE

Pile PA + P B

PC + P D

2525.04

2511.45


= = = = =


3030.048 250.45 1.8 405.729 2624.319

kNm kN/m m kNm kNm


=

b1

=

c1 = Area of steel

1 -fc'bd/(0.59*fy)

1

=

-912344.2924

Mufc'b/(0.59*fy^2) = 4620104367 As = 5092.42 mm2



=

= = 25

@

0.0018bh 11488.5 mm2 100

Cl 7.12.2.1

C/C

along X dir


ρ


1.2

1.2

B/C

A/D Pile Cap PE

Pile

PE

PA + P C

= 0.003538

0.85

Cl 10.2.7.3

0.0360 0.0270 < Hence Safe

0.0270

PD + P B

2660.6

2375.89


w l

= = = = =

3192.72 250.45 1.8 405.73 2786.99

kNm kN/m m kNm kNm

=

3096.66 kNm


=

b1

=

c1

=

1 -fc'bd/(0.59*fy)

=

1

= Mufc'b/(0.59*fy^2) =

-912344.2924 4906493132

=

5409.98 mm2


= =

0.0018bh 11488.5 mm2

Cl 7.12.2.1


@

100 C/C

along Z dir

Area of steel

As


ρ

= 0.003538

0.85

Cl 10.2.7.3

0.0360 0.0270 < Hence Safe


1.2 m 0.19 m

<

0.4


= =


2525.04 kN 2660.6 kN

=

5855.65 kN

=

11327.814 kN


(Cl.11.3.2.1)

0.0270

φsVc


=


2660.6


5198 KN

1387.5 mm

=

9550 mm

1.3875 m [2*(a+d)+2*(b+d)]


117587.6 KN

(Cl.11.12.2.1)

12586.46 KN

φsVc


1

=


5198


=

Perimeter bo

=

1333.7 KN


=

2910 mm


φsVc

1

35830.37 KN

(Cl.11.12.2.1)

7962.3 KN =


1333.7


1.2 Fx Fy Fz Mx Mz

55 6674 144.1 632.1 -24

kN kN kN kNm kNm

L = B = Depth of Pile cap = Bottom Clear Cover = Dia of bar = Side cover =

3.6 6 1.5 100 25 50

Depth of soil above pile cap = 1 Effective depth of pile cap = Density of soil = 17.658 Density of concrete = 24.525 Column size (axb) = 1 No of Piles = 6 Pile dia = 0.8 fc' = 35 fy = 415 Self weight of pile cap and soil =

0.6

C m m m mm mm mm

D 2.4

6 B

Mx

E

X 2.4

A

F


3.6 Z

Mz

m



1.2

=

Shear φs

=

0.90

(Cl 9.3.2.1)

0.75

(Cl 9.3.2.3)

Pile Group Characteristics Ix Group = Iz Group = A Rz (in m.) 2.4 Rx (in m.) 1.2 Gross Reactions P per pile = PA PB PC

= = =

23.04

Rz extreme=

2.4

8.64

Rx extreme=

1.2

B 0 1.2

C 2.4 1.2

D 2.4 1.2


E 0 1.2

F 2.4 1.2


1237 kN

PD

=

1361.77 kN

1302.6 kN

PE

=

1295.93 kN

1368 kN

PF

=

1230.09 kN

Along X. Dir. 1000 Column 0.7

0.7

A/B/C

D/E/F Pile Cap

Pile PA + P B + P C

PC + P D + P E

3907.79

3887.79 3600

Upward Moment Mz max Factored weight of footing & soil above it w Overhang of footing l Downward Moment due to footing and soil weight above it Net upward Moment Mn = Mz/φf = 2733 kNm

wl2/2

= = = = =

2735.5 326.67 1.3 276.04 2459.4

kNm kN/m m kNm kNm


=

b1

=

1 -fc'bd/(0.59*fy)

=

1

= -1190014.294 Mufc'b/(0.59*fy^2) = 5647547183 As = 4764.86 mm2

c1 = Area of steel Minimum Reinforcement

Provided bottom bar D No of bars = Area of steel provided=

= = 25

@ 60 29452 mm2

Reinforcement ratio for balanced section

0.0018bh mm2 8991 100


Column 1000 1.9 A/F Pile Cap PE + P B

Pile PC + P D 2730.21

2599

along X dir

β1 ρb

=

0.85

=

0.0360

ρmax

=

0.0270

ρ

Along Z. Dir.

1.9

C/C

ρb = 0.85fc'β1/fy x (600/(600+fy))

Allowable tension reinforcement ratio (0.75ρ b)

B/C

Cl 7.12.2.1

PA + PF 2466.84

= 0.005896

Cl 10.2.7.3

< 0.0270 Hence Safe

6000 Upward Moment Mz max Factored weight of footing & soil above it w Overhang of footing l Downward Moment due to footing and soil weight above it Net upward Moment Mn = Mz/φ = 5083 kNm

wl2/2

= = = = =

5187.4 196 2.5 612.51 4574.9

kNm kN/m m kNm kNm


=

b1

=

c1 = Area of steel

1 -fc'bd/(0.59*fy)

1

=

-1190014.294

Mufc'b/(0.59*fy^2) = 10505316508 As = 8894.37 mm2



=

= =

0.0018bh 14985 mm2

Cl 7.12.2.1

100 C/C

along Z dir

25

@ 35 17181 mm2


ρb = 0.85fc'β1/fy x (600/(600+fy))


β1 ρb

=

0.85

=

0.0360

ρmax

=

0.0270


ρ

= 0.002064

Cl 10.2.7.3

< 0.0270 Hence Safe

Check for One Way shear Along X Dir. The critical section is at "d" from the face of column. Effective depth d = 1387.5 mm = 1.3875 m i.e., Critical section is at 1.3875m away from edge of column Distance from face of column to the Centre of pile = Distance between critical section and centre of pile =

0.7 m 0.69 m

>

0.4

Critical section lies beyond the pile, so no one way shear load is considered Along Z Dir. The critical section is at distance '"d" from the face of column. Effective depth d = 1387.5 mm = 1.3875 m i.e., Critical section is at 1.3875m away from edge of column Distance from face of column to the Centre of pile = 1.9 m Distance between critical section and centre of pile = -0.51 m < Effective piles falls beyond critical section. So, chk for one way shear should be done. Shear Force in Z Dir.

=


0.4

2730.21 kN

=

4335.17 kN

(Cl.11.3.2.1)


= φsVc


8865.246 kN

=


2730.2

Check for Two Way shear (Punching Shear) Column Punching The critical section is at distance "d/2" from the face of pedestal. Effective depth d = bo = perimeter

1387.5 mm

=

9550 mm

Shear force from column

=

1.3875 m [2*(a+d)+2*(b+d)]

6674 KN

Ratio of long side to short side of the column βc =

1


=

117587.6 KN


=

16417.12 KN


φsVc

=

(Cl.11.12.2.1)


6674


=

Perimeter bo

=

1368.44 KN


=

2910 mm

Ratio of long side to short side of the column βc = Allowable shear in the section Vc = 1/6 (1+2(4)/βc)√fc'.bod

=

35830.37 KN


(Cl.11.12.2.1)

7962.3 KN φsVc


1

=


1368.4

Mid Pile Punching shear Max Vertical Load on corner pile = Radius R = Perimeter bo Perimeter bo

= =

1302.6 KN

1.09 m (2R * 180/360) + Edge Distance *2 4.62 m = 4620 mm

Ratio of long side to short side of the column βc = Allowable shear in the section Vc = 1/6 (1+2(4)/βc)√fc'.bod Vc shall not exceed 1/3 √fc' bo d

=

1

56885.33 KN 12641.18 KN

(Cl.11.12.2.1)


φsVc

=


1302.6


Fx Fy Fz Mx Mz

-51.6 5459 124 628 -35

kN kN kN kNm kNm

1.7

1.7

0.6


4.6 4.6 1.5 100 25 50

m m m mm mm mm

D 1.7 E

4.6 A

C


Mx

Mz


Z m



1

=

Shear φs

=

0.90

(Cl 9.3.2.1)

0.75

(Cl 9.3.2.3)


11.56

Rz extreme=

1.7

11.56

Rx extreme=

1.7


=


PA

=

1224 kN

PB

=

1409 kN

PC

=

1214 kN

PD

=

1399 kN

PE

=

1311 kN


X 1.7

Along X. Dir.

Column 1.2

1.2

A/B

C/D Pile Cap PE

Pile PA + P B

PC + P D

2632.94

2612.35


= = = = =


3159.528 250.45 1.8 405.729 2753.799

kNm kN/m m kNm kNm


=

b1

=

c1 = Area of steel

1 -fc'bd/(0.59*fy)

1

=

-912344.2924

Mufc'b/(0.59*fy^2) = 4848058733 As = 5345.16 mm2



=

= = 25

@

0.0018bh 11488.5 mm2 100

Cl 7.12.2.1

C/C

along X dir


ρ


1.2

1.2

B/C

A/D Pile Cap PE

Pile

PE

PA + P C

= 0.003538

0.85

Cl 10.2.7.3

0.0360 0.0270 < Hence Safe

0.0270

PD + P B

2807.35

2437.94


w l

= = = = =

3368.82 250.45 1.8 405.73 2963.09

kNm kN/m m kNm kNm

=

3292.32 kNm


=

b1

=

c1

=

1 -fc'bd/(0.59*fy)

=

1

= Mufc'b/(0.59*fy^2) =

-912344.2924 5216505999

=

5753.98 mm2


= =

0.0018bh 11488.5 mm2

Cl 7.12.2.1


@

100 C/C

along Z dir

Area of steel

As


ρ

= 0.003538

0.85

Cl 10.2.7.3

0.0360 0.0270 < Hence Safe


1.2 m 0.19 m

<

0.4


= =


2632.94 kN 2807.35 kN

=

5852.17 kN

=

11327.814 kN


(Cl.11.3.2.1)

0.0270

φsVc


=


2807.35


5459 KN

1387.5 mm

=

9550 mm

1.3875 m [2*(a+d)+2*(b+d)]


117587.6 KN

(Cl.11.12.2.1)

12586.46 KN

φsVc


1

=


5459


=

Perimeter bo

=

1408.82 KN


=

2910 mm


φsVc

1

35830.37 KN

(Cl.11.12.2.1)

7962.3 KN =


1408.82

Design of Pile Cap Reinforcement Node 7,13 Footing No. F4 Grid No B6-C6 Factored Reactions from Staad Pro Load Case 2013 1.187DL-SLAB+1.2EQPT+0.4LL+1.2PIPE+1.2EI - 1.6WIND X (REALITY CON)+ 1.2DL-SELFWT

Fx Fy Fz Mx Mz P CGz ez

Node 7 179.2 4323.3 -37.1 -8 -355

kN kN kN kNm kNm

Node 13 188 4423 -13.5 -15 -367

Fx Fy Fz Mx Mz

kN kN kN kNm kNm

10597.45 kN 3.01 m

Mx

0.01 m 105.97 kNm

Fy

8746.3 kN

Mx Mz

105.97 kNm 721.69 kNm

CGx

2.9319 m

ex

0.0681 m 721.69 kNm 2.4 2.4

Mz

0.6

1.25

D

C

7

6 L = 6 B = 6 Depth of Pile cap = 1.5 Clear Cover = 100 Dia of bar = 25 Effective depth of pile cap = 1387.5 Density of soil = 17.658 Density of concrete = 24.525 Column size (axb) = 1 No of Piles = 9 Pile dia = 0.8 Side cover = 50 fc' = 35 fy = 415 Depth of soil above pile cap = 1 Self weight of pile cap and soil =

m m m mm mm


Flexure φf

3.5

B

Iz Group =

Rz (in m.) Rx (in m.)

A 2.4 2.4

Mx X

2.4

H

G

6 1

m

Mz Z

m 1851.15 kN = =

0.90

(Cl 9.3.2.1)

0.75

(Cl 9.3.2.3)

34.56

Rz extreme=

2.4

34.56

Rx extreme=

2.4

B 0 2.4

F

I

A

Shear φs Ix Group =

2.4

13 1.25

mm kN/m3 kN/m3 m X piles m mm N/mm2 N/mm2

E

C 2.4 2.4

D 2.4 0

E 2.4 2.4

F 0 2.4

G 2.4 2.4

H 2.4 0

I 0 0

Gross Reactions( in KN) P per pile = P/n ± Mx*Rz/Ix ± Mz*Rx/Iz PA

=

1120

PH

PB

=

1127

PI

PC

=

1135

PD

Note: P = Axial Load + self wt of pile cap and soil 1170.14

PG

=

1220

=

1177.49

PF

=

1228

=

1184.85

PE

=

1235

=


1.9

A/B/C

E/F/G Pile Cap

Pile PA+PB+PC

PD+PI+PH

3382.14

3532.48

PE+PF+PG 3682.83 6000

Upward Moment Mz max Factored weight of footing & soil above it w Overhang of footing l Downward Moment due to footing and soil weight above it Net upward Moment Mn = Mz/φf = 6640.6 kNm

wl2/2

= = = = =

6997 326.67 2.5 1021 5977

kNm kN/m m kNm kNm


=

b1

=

c1

=

Area of steel

1 -fc'bd/(0.59*fy)

=

1

= Mufc'b/(0.59*fy^2) =

-1190014.294

As



13723927361

=

11646.56 mm2

= =

0.0018bh 14985 mm2

25

@ 60 29452 mm2


Allowable tension reinforcement ratio (0.75ρ b) Actual Reinforcement ratio ρ = As/bd

100

Cl 7.12.2.1

C/C

along X dir

ρb = 0.85fc'β1/fy x (600/(600+fy)) β1 ρb

=

0.85

=

0.0360

ρmax

=

0.0270

ρ

= 0.003538

Cl 10.2.7.3

< 0.0270 Hence Safe


1.9

Pile Cap PB+PI+PF

Pile PC+PD+PE

PA+PH+PG

2362

3554.56

2347.63 6000

Upward Moment Mz max Factored weight of footing & soil above it w Overhang of footing l Downward Moment due to footing and soil weight above it Net upward Moment Mn = Mz/φ = 4854 kNm

wl2/2

= = = = =

4460 326.67 0.75 91.877 4369

kNm kN/m m kNm kNm


=

b1

=

c1 = Area of steel

1 -fc'bd/(0.59*fy)

1

= -1190014.294 Mufc'b/(0.59*fy^2) = 10031656460 As = 8490.44 mm2



=

= =

0.0018bh 14985 mm2

Cl 7.12.2.1

100 C/C

along Z dir

25

@ 60 29452 mm2


ρb = 0.85fc'β1/fy x (600/(600+fy))


β1 ρb

=

0.85

=

0.0360

ρmax

=

0.0270


ρ

= 0.003538

Cl 10.2.7.3

< 0.0270 Hence Safe

Check for One Way shear Along X Dir. The critical section is at distance "d" from the face of column. Effective depth d = 1387.5 mm = 1.3875 m i.e., Critical section is at 1.3875m away from edge of column Distance from face of column to the Centre of pile = 1.9 m Distance between critical section and centre of pile = -0.51 m < Effective piles falls beyond critical section. So, chk for one way shear should be done. Shear Force in X Dir. = Allowable shear in the section

3682.83 kN

0.4

Vc = 1/7 bwd(√fc' + 120ρwVud/Mu)

=

7424.43 kN

=

14775.41 kN

(Cl.11.3.2.1)

(Vud/Mu < =1) and shall not be greater than 0.3√fc' bwd φsVc


=


3683

Along Z Dir. The critical section is at distance "d" from the face of column. Effective depth d = 1387.5 mm = 1.3875 m i.e., Critical section is at 1.3875m away from edge of column Distance from face of column to the Centre of pile = 1.9 m Distance between critical section and centre of pile = -0.51 m < Effective piles falls beyond critical section. So, chk for one way shear should be done. Shear Force in Z Dir.

=

0.4

2362.35 kN


=

7134.19 kN

=

14775.409 kN

(Cl.11.3.2.1)



=


2362


1387.5 mm 9550 mm


=

=

1.3875 m [2*(a+d)+2*(b+d)]

8746.3 KN


1


=

117587.6 KN


=

16417.12 KN


φsVc

=



=

(Cl.11.12.2.1)

1227.61 KN

1.09 m (2R * 90/360) + Edge Distance *2

8746.3

Perimeter bo

=

1.71 m

=

1710 mm



=

21054.96 KN


(Cl.11.12.2.1)

4678.88 KN φsVc


1

=


1228


= =

1234.97 KN



=

Vc shall not exceed 1/3 √fc' bo d Shear strength of section

1

56885.33 KN

(Cl.11.12.2.1)

12641.18 KN φsVc

=


1235

Design of Pile Cap Reinforcement Node 8,14 Footing No F5 Grid No B5-C5 Factored Reactions from Staad Pro Load Case 2014 1.187DL-SLAB+1.2EQPT+0.4LL+1.2PIPE+1.2EI +1.6 WIND Z (REALITY CON) +1.2DL-SELFWT

Fx Fy Fz Mx Mz P= CGz= ez= Mx=

Node 8 -16 3755 -341 -352.4 12

Node 14 kN kN kN kNm kNm

Fx Fy Fz Mx Mz

14 5705 -326 -355 -4

kN kN kN kNm kNm

12095.16 kN CGx=

4.54 m

3.0007 m

ex=

-0.34 m -4112.35 kNm

0.0007 m 8.467 kNm

Mz=

0.6 L = B = Depth of Pile cap =

6m 8.4 m 1.5 m

Edge distance

0.6 m

2.45 Bottom Clear Cover Dia of bar

=

2.4

2.4

H

D

L 2.4

8 = =

100 mm 25 mm

K

G

C 3.5

F

J

2.45 A

50 17.658 24.525 1 12 0.8 35 415

1387.5 mm mm kN/m3 kN/m3 m X 1 piles m N/mm2 N/mm2

6 Mz m (both are of same size)

Flexure φf

=

0.90

(Cl 9.3.2.1)

Shear φs

=

0.75

(Cl 9.3.2.3)

Pile Group Characteristics 86.4

Rz extreme =


A 3.6 2.4

46.08 B 1.2 2.4

Rx extreme = C 1.2 2.4

D 3.6 2.4

E 3.6 0

F 1.2 0


G 1.2 0

H 3.6 0

I 3.6 2.4

J 1.2 2.4

K 1.2 2.4

L 3.6 2.4

Iz Group =

Z

2635.16 kN


Ix Group =

I

E

1m

3.6 2.4

X 3.6

2.4

14

=

1.2 1.2

B

Depth of soil above pile cap = Effective depth of pile cap Side cover = Density of soil = Density of concrete = Column size (axb) = No of Piles = Pile dia = fc' = fy = Self weight of pile cap and soil =

3.6 Mx

Gross Reactions P per pile = PA = PB = PC PD


Note: P = Axial Load + self wt of pile cap and soil PG = 950.81 kN

1178.84 kN 1064.6 kN

PH

=

836.58 kN

=

950.37 kN

PI

=

1179.72 kN

=

836.14 kN

PJ

=

1065.49 kN

=

951.26 kN

=

837.02 kN

= = =

457.34 kN/m 2.5 m 1429.19 kNm

PE

=

1179.28 kN

PK

PF

=

1065.05 kN

PL

Along X. Dir.

1000 Column 1.9

1.9

Pile Cap Pile PA+PB+PC+PD

PE+PF+PG+PH

4029.95

PI+PJ+PK+PL

4031.72 6000

4033.49


= 7663.63 Factored weight of footing & soil above it Overhang of footing Downward Moment due to footing and soil weight above it Downward Moment wl2/2 = 1429.19 Net upward Moment = 6234.44 Mn = Mz/φf = 6927.16 kNm

kNm w l wl2/2 kNm kNm


=

b1

=


c1

=

Mufc'b/(0.59*fy^2)

Area of steel

As


= = =

=

12118.383 mm2 0.0018bh 20979


20042613156

100

(Cl 7.12.2.1) mm2 C/C

ρb = 0.85fc'β1/fy x (600/(600+fy)) β1 ρb

=

0.85

=

0.0360

=

0.0270

0.0035378296

< Hence Safe

Allowable tension reinforcement ratio (0.75ρ b) ρmax Actual Reinforcement ratio ρ = As/bd

along X dir

ρ

=

Check for One Way shear X The critical section is at distance "d" from the face of column. Effective depth d = 1387.5 mm = 1.3875 m i.e., Critical section is at 1.3875m away from edge of column Distance from face of column to the Centre of pile =

1.9 m

0.0270

Distance between critical section and centre of pile Chk for one way shear

=

-0.51 m

<

0.4

Shear Force in X Dir.

=

4033.49 kN


=

10421.35 kN

=

20685.573 kN

(Cl.11.3.2.1)



=


4033.49

Check for One Way shear Z The critical section is at distance "d" from the face of column. Effective depth d = 1387.5 mm = 1.3875 m i.e., Critical section is at 1.3875m away from edge of column Distance from face of column to the Centre of pile = Distance between critical section and centre of pile =

1.35 m 0.04 m

<

0.4

Chk for one way shear Shear Force in Z Dir.

=

3537.84 kN


=

7572.75 kN

=

14775.409 kN

(Cl.11.3.2.1)



=


3537.84


=

5705 KN

1387.5 mm

=

9550 mm


1.3875 m [2*(a+d)+2*(b+d)] βc = 1


=

117587.63 KN


=

26130.58 KN


φsVc

=



=

Perimeter bo

=

=

1179.72 KN

1.09 m (2R * 90/360)+ Edge Distance *2 2.91 m

=

Ratio of long side to short side of the column Allowable shear in the section

(Cl.11.12.2.1)

2910 mm βc =

1

5705

Vc = 1/6 (1+2(4)/βc)√fc'.bod

=

35830.37 KN


=

7962.3 KN


φsVc

=

(Cl.11.12.2.1)


1179.72

Mid Pile Punching shear Max Vertical Load on corner pile Radius R = Perimeter bo

=

Perimeter bo

=

=

1179.28 KN


=


4620 mm βc =

1


=

56885.33 KN


=

12641.18 KN


φsVc

=

(Cl.11.12.2.1)


1179.28

Design of Pile Cap Reinforcement Node 9,15 Footing No. F5A Grid No B4-C4 Factored Reactions from Staad Pro Load Case 2014 1.187DL-SLAB+1.2EQPT+0.4LL+1.2PIPE+1.2EI +1.6 WIND Z (REALITY CON) +1.2DL-SELFWT


Node 9 33.28 3494 -357 -381 23


Fx Fy Fz Mx Mz

8 6287 -310 -373 -2.24

kN kN kN kNm kNm

12928.95 kN CGx=

4.64 m

3.0016 m

ex=

-0.44 m -5688.74 kNm

0.0016 m 20.686 kNm

Mz=


6m 8.4 m 1.5 m

Edge distance Bottom Clear Cover Dia of bar

0.6 m

2.45 =

2.4

2.4

H

D

L 2.4

9 = =

100 mm 25 mm

3.6 K

G

C 3.5

F

J

15 A

6 Mz m (both are of same size)

Z

Flexure φf

=

0.90

(Cl 9.3.2.1)

Shear φs

=

0.75

(Cl 9.3.2.3)

86.4

Rz extreme =


A 3.6 2.4

46.08 B 1.2 2.4


D 3.6 2.4

E 3.6 0

F 1.2 0


G 1.2 0

H 3.6 0

I 3.6 2.4

J 1.2 2.4

K 1.2 2.4

L 3.6 2.4

Iz Group =

I

E


X

3.6 2.4

3.6 2.4

2.45


Mx

1.2 B

Depth of soil above pile cap = 1.6 m Effective depth of pile cap = 1387.5 mm Side cover = 50 mm Density of soil = 17.658 kN/m3 Density of concrete = 24.525 kN/m3 Column size (axb) = 1m X 1 No of Piles = 12 piles Pile dia = 0.8 m fc' = 35 N/mm2 fy = 415 N/mm2 Self weight of pile cap and soil = 3147.95 kN

1.2


= =

P/n ± Mx*Rz/Ix ± Mz*Rx/Iz 1313.37 kN


PB

=

1155.35 kN

PH

=

840.38 kN

PC

=

997.32 kN

PI

=

1315.52 kN

PD

=

839.3 kN

PJ

=

1157.5 kN

PE

=

1314.44 kN

PK

=

999.48 kN

PF

=

1156.42 kN

PL

=

841.46 kN

kNm w l wl2/2 kNm

= = =

546.34 2.5 1707.31 kNm

Along X. Dir.

1000 Column 1.9

1.9


PE+PF+PG+PH

4305.34

PI+PJ+PK+PL

4309.64

4313.96

6000 Upward Moment Mz max

= 8196.52 Factored weight of footing & soil above it Overhang of footing Downward Moment due to footing and soil weight above it Net upward Moment = 6489.21 Mn = Mz/φf = 7210.23 kNm Mn=As.fy.(d-0.59Asfy/(fc' b)) a1

=

b1

=


c1

=

Mufc'b/(0.59*fy^2)

Area of steel

As

=



=

12617.393 mm2

= =

0.0018bh 20979

25

@ 84 41233.4 mm2

Allowable tension reinforcement ratio (0.75ρ b) ρ

100

(Cl 7.12.2.1) mm2 C/C

along X dir

ρb = 0.85fc'β1/fy x (600/(600+fy))



20861630258

=

β1 ρb

= =

0.0360

ρmax

=

0.0270

0.0035378

0.85 (Cl 10.2.7.3)

< Hence Safe

0.0270

Check for One Way shear X The critical section is at distance "d" from the face of column. Effective depth d = 1387.5 mm = 1.3875 m i.e., Critical section is at 1.3875m away from edge of column Distance from face of column to the Centre of pile = Distance between critical section and centre of pile =

1.9 m -0.51 m

<

0.4

Chk for one way shear


=

4313.96 kN


=

10269.42 kN

=

20685.573 kN

(Cl.11.3.2.1)



=


4313.96


1.35 m 0.04 m

<

0.4


=

3943.33 kN


=

7578.57 kN

=

14775.409 kN

(Cl.11.3.2.1)



=


3943.33

Check for Two Way shear (Punching Shear) Column Punching The critical section is at distance "d/2" from the face of pedestal. Shear force from column Effective depth d = bo = perimeter

=

6287 KN

1387.5 mm

=

9550 mm


1.3875 m [2*(a+d)+2*(b+d)] βc = 1


=

117587.63 KN


=

26130.58 KN


φsVc

=



=

Perimeter bo

=

=

1315.52 KN


=

Ratio of long side to short side of the column Allowable shear in the section

(Cl.11.12.2.1)

2910 mm βc =

1

6287

Vc = 1/6 (1+2(4)/βc)√fc'.bod

=

35830.37 KN


=

7962.3 KN


φsVc

=

(Cl.11.12.2.1)


1315.52


=

Perimeter bo

=

=

1314.44 KN


=


4620 mm βc =

1


=

56885.33 KN


=

12641.18 KN


φsVc

=

(Cl.11.12.2.1)


1314.44

Design of Pile Cap Reinforcement Node 10,16 Footing No. F5A Grid No B3-C3 Factored Reactions from Staad Pro Load Case 2014 1.187DL-SLAB+1.2EQPT+0.4LL+1.2PIPE+1.2EI +1.6 WIND Z (REALITY CON) +1.2DL-SELFWT


Node 10 -36 3111 -414 -448 1.1


Fx Fy Fz Mx Mz

2 6844 -372 -440 -0.54

kN kN kN kNm kNm

13102.95 kN CGx=

4.77 m

3.0000 m

ex=

-0.57 m -7468.68 kNm

0.0000 m 0 kNm

Mz=


6 m 8.4 m 1.5 m

Edge distance Bottom Clear Cover Dia of bar

0.6 m

2.45 = = =

2.4

2.4

H

D

L 2.4

10

100 mm 25 mm

K

G

C 3.5

F

J

16 2.45 A


6 Mz

=

0.90

(Cl 9.3.2.1)

Shear φs

=

0.75

(Cl 9.3.2.3)

86.4

Rz extreme =


A 3.6 2.4

46.08 B 1.2 2.4


D 3.6 2.4

E 3.6 0

F 1.2 0


G 1.2 0

H 3.6 0

I 3.6 2.4

J 1.2 2.4

K 1.2 2.4

L 3.6 2.4

Iz Group =

Z

Flexure φf


I

E

m (both are of same size)

3.6 2.4

3.6 2.4

Mx X

1.2 B

Depth of soil above pile cap = 1.6 m Effective depth of pile cap = 1387.5 mm Side cover = 50 mm Density of soil = 17.658 kN/m3 Density of concrete = 24.525 kN/m3 Column size (axb) = 1 m X 1 No of Piles = 12 piles Pile dia = 0.8 m fc' = 35 N/mm2 fy = 415 N/mm2 Self weight of pile cap and soil = 3147.95 kN

3.6 1.2


= =



PB

=

1195.64 kN

PH

=

780.72 kN

PC

=

988.18 kN

PI

=

1403.11 kN

PD

=

780.72 kN

PJ

=

1195.64 kN

PE

=

1403.11 kN

PK

=

988.18 kN

PF

=

1195.64 kN

PL

=

780.72 kN

kNm w l wl2/2 kNm

= = =

Along X. Dir.

1000 Column 1.9

1.9


PE+PF+PG+PH

4367.65

PI+PJ+PK+PL

4367.65 6000

4367.65

Upward Moment Mz max = 8298.54 Factored weight of footing & soil above it Overhang of footing Downward Moment due to footing and soil weight above it Net upward Moment = 6591.23 Mn = Mz/φf = 7323.59 kNm Mn=As.fy.(d-0.59Asfy/(fc' b)) a1

=

b1

=


c1

=

Mufc'b/(0.59*fy^2)

Area of steel

As


= =

0.0018bh 20979

25

@ 84 41233.4 mm2

Allowable tension reinforcement ratio (0.75ρb) ρ

100

(Cl 7.12.2.1) mm2 C/C

along X dir

ρb = 0.85fc'β1/fy x (600/(600+fy))



21189619019

12817.315 mm2

=


=

546.34 2.5 1707.31

=

β1 ρb

= =

0.0360

ρmax

=

0.0270

0.0035378

0.85 (Cl 10.2.7.3)

< Hence Safe

0.0270

Check for One Way shear X The critical section is at distance "d" from the face of column. Effective depth d = 1387.5 mm = 1.3875 m i.e., Critical section is at 1.3875m away from edge of column Distance from face of column to the Centre of pile = Distance between critical section and centre of pile = Chk for one way shear

1.9 m -0.51 m

<

0.4


=

4367.65 kN


=

10435.18 kN

=

20685.573 kN

(Cl.11.3.2.1)



=


4367.65


1.35 m 0.04 m

<

0.4


=

4209.33 kN


=

7573.08 kN

=

14775.409 kN

(Cl.11.3.2.1)



=


4209.33


=

6844 KN

1387.5 mm

=

9550 mm


1.3875 m [2*(a+d)+2*(b+d)] βc = 1


=

117587.63 KN


=

26130.58 KN


φsVc

=

(Cl.11.12.2.1)



=

Perimeter bo

=

=

1403.11 KN


=


2910 mm βc =

1


=

35830.37 KN


=

7962.3 KN

(Cl.11.12.2.1)

6844

φsVc


=


1403.11


=

Perimeter bo

=

=

1403.11 KN


=


4620 mm βc =

1


=

56885.33 KN


=

12641.18 KN


φsVc

=

(Cl.11.12.2.1)


1403.11

Design of Pile Cap Reinforcement Node 11,17 Footing No. F6 Grid No B2-C2 Factored Reactions from Staad Pro Load Case 2014 1.187DL-SLAB+1.2EQPT+0.4LL+1.2PIPE+1.2EI +1.6 WIND Z (REALITY CON) +1.2DL-SELFWT

Fx Fy Fz Mx Mz

Node 11 18.5 4153 -340 -423 9


Fx Fy Fz Mx Mz

P= 14395.816 kN CGz= 5.55 m ez= -0.47 m Mx=

CGx=

kN kN kN kNm kNm

3.0011 m

ex=

-6766.03 kNm

13 7558 -361 -434 7

0.0011 m 15.835 kNm

Mz=

0.6

2.4

2.4

1.2

1.2 1.2 0.6

L = B = Depth of Pile cap =

6m 10.16 m 1.5 m

L

3.33

M 2.08 4.48 F

C Edge distance Bottom Clear Cover Dia of bar

=

0.6 m

= =

I 2.4

11

100 mm 25 mm

X

H

E

B

3.5

Mx

2.4 4.48

17 D

A

G 2.08

3.33 Depth of soil above pile cap = 1m Effective depth of pile cap = 1387.5 Side cover = 50 mm Density of soil = 17.658 kN/m3 Density of concrete = 24.525 kN/m3 Column size (axb) = 1m X No of Piles = 13 piles Pile dia = 0.8 m fc' = 35 N/mm2 fy = 415 N/mm2 Surface area of the pilecap = 51.312 Self weight of pile cap and soil = 2684.816 Flexure φf Strength reduction factor

K

J

0.6 mm 6

1.8 Mz

1

m (both are of same size)

Z

m2 kN

Shear φs

=

0.90

(Cl 9.3.2.1)

=

0.75

(Cl 9.3.2.3)


114.8416

Rz extreme =

Iz Group =

Rx extreme =


A 2.4 2.4

40.32 B 0 2.4

C 2.4 2.4

D 2.4 0

E 0 0

F 2.4 0


G 2.4 2.4

H 0 2.4

I 2.4 2.4

J 4.48 1.2

K 4.48 1.2

L 4.48 1.2

4.48 2.4

M 4.48 1.2

2.68


=


=

1247.83 kN


PB

=

1106.43 kN

PH

=

PC

=

965.03 kN

PI

=

966.91 kN

PD

=

1248.77 kN

PJ

=

1370.84 kN

PE

=

1107.37 kN

PK

=

1371.79 kN

PF

=

965.97 kN

PL

=

842.95 kN

PM

=

843.9 kN

1108.31 kN

Along X. Dir. Column 1000 1.9

1.9 0.7

0.7

Pile Cap Pile PA+PB+PC

PJ+PL PD+PE+PF

3319.29

2213.79

3322.11 6000

Upward Moment Mz max Downward Moment Net upward Moment Mn = Mz/φf =

wl2/2

Mn=As.fy.(d-0.59Asfy/(fc' b))

PK+PM

PG+PH+PI

2215.69

3324.93

= = =

7868.35 kNm 1308.41 kNm 6559.94 kNm

7288.82 kNm

a1

=

b1

=


c1

=

Mufc'b/(0.59*fy^2)

Area of steel

As


= =

0.0018bh 25374.6

25

@ 102 50069.13 mm2

Allowable tension reinforcement ratio (0.75ρ b) ρ

100

(Cl 7.12.2.1) mm2 C/C

along X dir

ρb = 0.85fc'β1/fy x (600/(600+fy))


Reinforcement ratio ρ = As/bd

25507668988

12738.853 mm2

=


=

=

β1 ρb

=

0.85

=

0.0360

ρmax

=

0.0270

0.0035518

< Hence Safe

0.0270

Check for One Way shear X The critical section is at distance "d" from the face of column. Effective depth d = 1387.5 mm = 1.3875 m i.e., Critical section is at 1.3875m away from edge of column Distance from face of column to the Centre of pile = Distance between critical section and centre of pile = Chk for one way shear

1.9 m -0.51 m

<

0.4


=

3324.93 kN


=

12457.4 kN

=

25019.693 kN

(Cl.11.3.2.1)



=


3324.93


2.23 m -0.84 m

<

0.4


=

2742.63 kN


=

7368.5 kN

=

14775.409 kN

(Cl.11.3.2.1)



=


2742.63


=

7558 KN

1387.5 mm

=

9550 mm


1.3875 m [2*(a+d)+2*(b+d)] βc = 1


=

117587.63 KN


=

26130.58 KN


φsVc

=

(Cl.11.12.2.1)


7558


=

Perimeter bo

=

=

1371.79 KN


=


2910 mm βc =

1


=

35830.37 KN


=

7962.3 KN


φsVc

=

(Cl.11.12.2.1)

5971.73 KN

>

1371.79

Hence safe


=

Perimeter bo

=

=

1249.71 KN

1.09 m (2R * 180/360)+ Edge Distance 4.02 m

=


4020 mm βc =

1


=

49497.62 KN


=

10999.47 KN


φsVc

=

(Cl.11.12.2.1)


1249.71

Design of Pile Cap Reinforcement Node 12, 18 Footing No. F7 Grid No B1-C1 Factored Reactions from Staad Pro Load Case 2012 1.187DL-SLAB+1.2EQPT+0.4LL+1.2PIPE+1.2EI + 1.6WIND X (REALITY CON)+ 1.2DL-SELFWT

Fx Fy Fz Mx Mz P CGz ez Mx

Node 12 -189 5494 100 61 370

kN kN kN kNm kNm

Node 18 -202 5763 67 40 383

Fx Fy Fz Mx Mz

kN kN kN kNm kNm

14022.83 kN CGx

6.64 m

2.0537 m

ex

0.04 m 560.91 kNm

-0.0537 m -753.03 kNm

Mz 0.6

Fy

11257 kN

Mx Mz

560.91 kNm -753.03 kNm

1.2

1.2

0.6 4.85

F

L

13.2 L = B = Depth of Pile cap = Clear Cover = Dia of bar = Effective depth of pile cap = Density of soil = Density of concrete = Column size (a) = Column size (b) =

4 13.2 1.5 100 29

2.4

m m m mm mm

E

K 12

D 1385.5 17.658 24.525 1 1

No of Piles = Pile dia = Side cover = fc' = fy = Depth of soil above pile cap = Self weight of pile cap and soil =

12 0.8 50 35 415

mm kN/m3 kN/m3 m m piles m mm N/mm2 N/mm2

Mx

J 1.2

3.5 C

4

I

B

1.2 2.4

18 18 H

2.4 4.85

A

G 0.6

1 m Mz 2765.83 kN Flexure φf


4000 =

Shear φs

=

(Cl 9.3.2.1)

0.75

(Cl 9.3.2.3)

201.6

Rz extreme=

6

Iz Group =

17.28 B

Rx extreme=

1.2

C

D

E

Z

0.90

Ix Group = A

2.4

F

X


6 1.2

3.6 1.2

1.2 1.2

1.2 1.2

3.6 1.2

6 1.2

G 6 1.2


H 3.6 1.2

I 1.2 1.2

J 1.2 1.2

Gross Reactions (in KN) P per pile = P/n ± Mx*Rz/Ix ± Mz*Rx/Iz PA

=

PB

=

PC

=

PD

=

PE

=

PF

=

K 3.6 1.2

L 6 1.2


1204

PG

=

1099.58

1211

PH

=

1106.26

1218

PI

=

1112.94

1224.2

PJ

=

1119.61

1231

PK

=

1126.29

1238

PL

=

1132.97


0.7

Pile Cap Pile PA+PB+PC

PG+PH+PI

PD+PE+PF 7325.18

PJ+PK+PL 6697.65

4000


wl2/2

= = = = =

5128 718.68 1.5 808.52 4319

kNm kN/m m kNm kNm


=

b1

=



1 -fc'bd/(0.59*fy)

=

1

=

-2614257.709

Mufc'b/(0.59*fy^2) = 21819577169 As = 8373.19 mm2 = = 25 @ 132 64795 mm2


0.0018bh 9975.6 mm2 100

C/C

Cl 7.12.2.1

along X dir

ρb = 0.85fc'β1/fy x (600/(600+fy)) β1 =

0.85

Cl 10.2.7.3


ρb

=

0.0360

ρmax

=

0.0270


ρ

= 0.011692

< 0.0270 Hence Safe


3.75 1.35

1.35

Pile Cap Pile PF+PL 2370.53

PE+PH

PD+PJ

2357.17

2343.81

PC+PI 2330.46


PB+PH

PA+PG

2317.11

2303.75

wl2/2

= = = = =

8889 217.78 4.35 2060 6829

kNm kN/m m kNm kNm


=

b1

=



1 -fc'bd/(0.59*fy)

=

1

= -2614257.709 Mufc'b/(0.59*fy^2) = 34499158423 As = 13263.84 mm2 = = 29 @ 40 26421 mm2

0.0018bh 32919.48 mm2

Cl 7.12.2.1

100 C/C

along Z dir

ρb = 0.85fc'β1/fy x (600/(600+fy)) β1 = ρb = Allowable tension reinforcement ratio (0.75ρ b) ρmax = Reinforcement ratio for balanced section


Check for One Way shear Along Z Dir. The critical section is at distance "d" from the face of column. Effective depth d = 1385.5 mm = 1.3855 m i.e., Critical section is at 1.3855m away from edge of column

ρ

= 0.001445

0.85

Cl 10.2.7.3

0.0360 0.0270 < 0.0270 Hence Safe

Distance from face of column to the Centre of pile = 1.35 m Distance between critical section and centre of pile = 0.035 m < Effective piles falls beyond critical section. So, chk for one way shear should be done. Shear Force in Z Dir. Shear Force due to selfweight of pile cap and soil above it Net shear force Allowable shear in the section Vc = 1/7 bwd(√fc' + 120ρwVud/Mu)

=

3549.12 kN

= =

645.61 kN 2903.51 kN

=

4977.37 kN

=

9836.074 kN

0.4

(Cl.11.3.2.1)



=

3733.03 kN > Hence safe Allowable shear strength is less than actual shear strength by -22.22%

2904


1385.5 mm

=

9542 mm


=

1.3855 m [2*(a+d)+2*(b+d)]

11257 KN


1


=

117319.8 KN


=

36065.61 KN


φsVc

=


=

Perimeter bo

=




=

1710 mm

=

1

21024.61 KN


Mid Pile Punching shear

11257

1217.52 KN



(Cl.11.12.2.1)

(Cl.11.12.2.1)

4672.14 KN φsVc

=


1218

Max Vertical Load on corner pile = Radius R = Perimeter bo Perimeter bo

= =

1210.85 KN



=

Vc shall not exceed 1/3 √fc' bo d Shear strength of section

1

56803.33 KN

(Cl.11.12.2.1)

12622.96 KN φsVc

=


1211

Design of Pile Cap Reinforcement Node 19 Footing No. F1 Grid No D6 Factored Reactions from Staad Pro Load Case 2013

0.6

1.2

1.2

1.187DL-SLAB+1.2EQPT+0.4LL+1.2PIPE+1.2EI - 1.6WIND X (REALITY CON)+ 1.2DL-SELFWT

B Fx Fy Fz Mx Mz

205 4675 28 -67 -361

kN kN kN kNm kNm

C

3 .

4

3.6

1.2 1.2 2 .


3.6 m 3.6 m 1.5 m

Mx

A

100 mm 25 mm

D . 3.6 Mz


1

Z

m

Flexure φf

=

0.90

(Cl 9.3.2.1)

Shear φs

=

0.75

(Cl 9.3.2.3)


5.76

Rz extreme =

1.2

Iz Group =

5.76

Rx extreme =

1.2


= =


PB

=

1392.79 kN

PC

=

1242.38 kN

PD

=

1270.29 kN


Along X. Dir.

1000 Column 0.7

0.7

A/B

C/D Pile Cap

Pile PA + PB

PC + PD

2813.5

2512.67 3600


= = = =

1969.45 196 1.3 165.62

kNm kN/m m kNm


= 2004.26 kNm

1803.83 kNm


=

b1

=


c1

=

Mufc'b/(0.59*fy^2)

Area of steel

As

=

3497.8871 mm2

=


2485286148

= =

0.0018bh 8991


100

Cl 7.12.2.1 mm2 C/C

along X dir

ρb = 0.85fc'β1/fy x (600/(600+fy)) β1 = ρb =



ρ

= =

0.85

Cl 10.2.7.3

0.0360 0.0270

0.0035378296

< Hence Safe

0.0270


0.7

B/C

A/D Pile Cap

Pile PC + PB

PA + PD

2635.17

2691 3600


= = = = =


=

b1

=

c1 = Area of steel

=

1

=

-714008.5767

Mufc'b/(0.59*fy^2)

=

2367138769 3330.82 mm2


kNm kN/m m kNm kNm


1 -fc'bd/(0.59*fy) As

1883.7 196 1.3 165.62 1718.08

= = =

0.0018bh 8991


100 C/C

along Z dir

ρb = 0.85fc'β1/fy x (600/(600+fy)) β1 ρb


Cl 7.12.2.1 mm2

ρ

=

=

0.85

=

0.0360

=

0.0270

0.0035378296

< Hence Safe

Cl 10.2.7.3

0.0270


0.7 m 0.69 m

>

0.4


=

4675 KN

1387.5 mm

=

9550 mm


1.3875 m [2*(a+d)+2*(b+d)] βc = 1


=

117587.63 KN


=

9850.27 KN


φsVc

=

(Cl.11.12.2.1)

7387.7025 KN Hence safe

>

4675


=

Perimeter bo

=

=

1420.71 KN


=


2910 mm βc =

1


=

35830.37 KN


=

7962.3 KN


φsVc

=

(Cl.11.12.2.1)

5971.73 KN Hence safe

>

1420.71

X

Design of Pile Cap Reinforcement Node 20 Footing No. F3 Grid No D5 Factored Reactions from Staad Pro Load Case 2014 1.187DL-SLAB+1.2EQPT+0.4LL+1.2PIPE+1.2EI +1.6 WIND Z (REALITY CON) +1.2DL-SELFWT

1.2 Fx Fy Fz Mx Mz

13 5588 -155 -419 -19

kN kN kN kNm kNm


3.6 6 1.5 100 25 50


0.6

C m m m mm mm mm

D 2.4

6 B

Mx

E

X 2.4

A

F


3.6 Z

Mz

m



1.2

=

Shear φs

=

0.90

(Cl 9.3.2.1)

0.75

(Cl 9.3.2.3)


= = =

23.04

Rz extreme=

2.4

8.64

Rx extreme=

1.2

B 0 1.2

C 2.4 1.2

D 2.4 1.2


E 0 1.2

F 2.4 1.2


1165 kN

PD

=

1071.98 kN

1120.9 kN

PE

=

1115.62 kN

1077 kN

PF

=

1159.27 kN


0.7

A/B/C

D/E/F Pile Cap

Pile PA + P B + P C

PC + P D + P E

3362.71

3346.87 3600


wl2/2

= = = = =

2353.9 326.67 1.3 276.04 2077.9

kNm kN/m m kNm kNm


=

b1

=

1 -fc'bd/(0.59*fy)

=

1

= -1190014.294 Mufc'b/(0.59*fy^2) = 4771403195 As = 4023.14 mm2



= = 25

@ 60 29452 mm2


0.0018bh mm2 8991 100



Pile PC + P D 2149.24

2237

along X dir

β1 ρb

=

0.85

=

0.0360

ρmax

=

0.0270

ρ

Along Z. Dir.

1.9

C/C

ρb = 0.85fc'β1/fy x (600/(600+fy))


B/C

Cl 7.12.2.1

PA + PF 2323.82

= 0.005896

Cl 10.2.7.3

< 0.0270 Hence Safe


wl2/2

= = = = =

4415.3 196 2.5 612.51 3802.7

kNm kN/m m kNm kNm


=

b1

=

c1 = Area of steel

1 -fc'bd/(0.59*fy)

1

=

-1190014.294

Mufc'b/(0.59*fy^2) = 8732258501 As = 7383.76 mm2



=

= =

0.0018bh 14985 mm2

Cl 7.12.2.1

100 C/C

along Z dir

25

@ 35 17181 mm2


ρb = 0.85fc'β1/fy x (600/(600+fy))


β1 ρb

=

0.85

=

0.0360

ρmax

=

0.0270


ρ

= 0.002064

Cl 10.2.7.3

< 0.0270 Hence Safe


0.7 m 0.69 m

>

0.4


=


0.4

2323.82 kN

=

4318.14 kN

(Cl.11.3.2.1)


= φsVc


8865.246 kN

=


2323.8


1387.5 mm

=

9550 mm


=

1.3875 m [2*(a+d)+2*(b+d)]

5588 KN


1


=

117587.6 KN


=

16417.12 KN


φsVc

=

(Cl.11.12.2.1)


5588


=

Perimeter bo

=

1164.55 KN


=

2910 mm


=

35830.37 KN


(Cl.11.12.2.1)

7962.3 KN φsVc


1

=


1164.6


= =

1120.9 KN



=

1

56885.33 KN 12641.18 KN

(Cl.11.12.2.1)


φsVc

=


1120.9


Fx Fy Fz Mx Mz

18 5850 -248 -410 -18

kN kN kN kNm kNm

1.7

1.7

0.6


4.6 4.6 1.5 100 25 50

m m m mm mm mm

D 1.7 E

4.6 A

C


Mx

Mz


Z m



1

=

Shear φs

=

0.90

(Cl 9.3.2.1)

0.75

(Cl 9.3.2.3)


11.56

Rz extreme=

1.7

11.56

Rx extreme=

1.7


=


PA

=

1452 kN

PB

=

1332 kN

PC

=

1447 kN

PD

=

1327 kN

PE

=

1390 kN


X 1.7

Along X. Dir.

Column 1.2

1.2

A/B

C/D Pile Cap PE

Pile PA + P B

PC + P D

2784.35

2773.75


= = = = =


3341.22 250.45 1.8 405.729 2935.491

kNm kN/m m kNm kNm


=

b1

=

c1 = Area of steel

1 -fc'bd/(0.59*fy)

1

=

-912344.2924

Mufc'b/(0.59*fy^2) = 5167926860 As = 5700.06 mm2



=

= = 25

@

0.0018bh 11488.5 mm2 100

Cl 7.12.2.1

C/C

along X dir


ρ


1.2

1.2

B/C

A/D Pile Cap PE

Pile

PE

PA + P C

= 0.003538

0.85

Cl 10.2.7.3

0.0360 0.0270 < Hence Safe

0.0270

PD + P B

2658.46

2899.64


w l

= = = = =

3479.57 250.45 1.8 405.73 3073.84

kNm kN/m m kNm kNm

=

3415.38 kNm


=

b1

=

c1

=

1 -fc'bd/(0.59*fy)

=

1

= Mufc'b/(0.59*fy^2) =

-912344.2924 5411488027

=

5970.48 mm2


= =

0.0018bh 11488.5 mm2

Cl 7.12.2.1


@

100 C/C

along Z dir

Area of steel

As


ρ

= 0.003538

0.85

Cl 10.2.7.3

0.0360 0.0270 < Hence Safe


1.2 m 0.19 m

<

0.4


= =


2784.35 kN 2899.64 kN

=

5850.18 kN

=

11327.814 kN


(Cl.11.3.2.1)

0.0270

φsVc


=


2899.64


5850 KN

1387.5 mm

=

9550 mm

1.3875 m [2*(a+d)+2*(b+d)]


117587.6 KN

(Cl.11.12.2.1)

12586.46 KN

φsVc


1

=


5850


=

Perimeter bo

=

1452.47 KN


=

2910 mm


φsVc

1

35830.37 KN

(Cl.11.12.2.1)

7962.3 KN =


1452.47


1.2 Fx Fy Fz Mx Mz

14 6244 -286 -497 -15

kN kN kN kNm kNm


3.6 6 1.5 100 25 50


0.6

C m m m mm mm mm

D 2.4

6 B

Mx

E

X 2.4

A

F


3.6 Z

Mz

m



1.2

=

Shear φs

=

0.90

(Cl 9.3.2.1)

0.75

(Cl 9.3.2.3)


= = =

23.04

Rz extreme=

2.4

8.64

Rx extreme=

1.2

B 0 1.2

C 2.4 1.2

D 2.4 1.2


E 0 1.2

F 2.4 1.2


1281 kN

PD

=

1173.74 kN

1230 kN

PE

=

1225.51 kN

1178 kN

PF

=

1277.28 kN


0.7

A/B/C

D/E/F Pile Cap

Pile PA + P B + P C

PC + P D + P E

3689.04

3676.53 3600


wl2/2

= = = = =

2582.3 326.67 1.3 276.04 2306.3

kNm kN/m m kNm kNm


=

b1

=

1 -fc'bd/(0.59*fy)

=

1

= -1190014.294 Mufc'b/(0.59*fy^2) = 5295944653 As = 4467.09 mm2



= =

0.0018bh mm2 8991

25

@ 60 29452 mm2

100

Allowable tension reinforcement ratio (0.75ρ b) Actual Reinforcement ratio ρ = As/bd

Column 1000 1.9

B/C

A/F Pile Cap PE + P B PC + P D 2351.65

2455

along X dir

β1 ρb

=

0.85

=

0.0360

ρmax

=

0.0270

ρ

Along Z. Dir.

Pile

C/C

ρb = 0.85fc'β1/fy x (600/(600+fy))


1.9

Cl 7.12.2.1

PA + P F 2558.73

= 0.005896

Cl 10.2.7.3

< 0.0270 Hence Safe

6000 Upward Moment Mz max Factored weight of footing & soil above it w Overhang of footing l Downward Moment due to footing and soil weight above it Net upward Moment Mn = Mz/φ = 4721.2 kNm

wl2/2

= = = = =

4861.6 196 2.5 612.51 4249.1

kNm kN/m m kNm kNm


=

b1

=

c1 = Area of steel

1 -fc'bd/(0.59*fy)

1

=

-1190014.294

Mufc'b/(0.59*fy^2) = 9757161380 As = 8256.48 mm2



=

= =

0.0018bh 14985 mm2

Cl 7.12.2.1

100 C/C

along Z dir

25

@ 35 17181 mm2


ρb = 0.85fc'β1/fy x (600/(600+fy))


β1 ρb

=

0.85

=

0.0360

ρmax

=

0.0270


ρ

= 0.002064

Cl 10.2.7.3

< 0.0270 Hence Safe


0.7 m 0.69 m

>

0.4


=


0.4

2558.73 kN

=

4327.98 kN

(Cl.11.3.2.1)


= φsVc


8865.246 kN

=


2558.7


1387.5 mm

=

9550 mm


=

1.3875 m [2*(a+d)+2*(b+d)]

6244 KN


1


=

117587.6 KN


=

16417.12 KN


φsVc

=

(Cl.11.12.2.1)


6244


=

Perimeter bo

=

1281.45 KN


=

2910 mm


=

35830.37 KN


(Cl.11.12.2.1)

7962.3 KN φsVc


1

=


1281.5


= =

1229.68 KN



=

1

56885.33 KN 12641.18 KN

(Cl.11.12.2.1)


φsVc

=


1229.7


1.2 Fx Fy Fz Mx Mz

25 6220 -284 -490 -17

kN kN kN kNm kNm


3.6 6 1.5 100 25 50


0.6

C m m m mm mm mm

D 2.4

6 B

Mx

E

X 2.4

A

F


3.6 Z

Mz

m



1.2

=

Shear φs

=

0.90

(Cl 9.3.2.1)

0.75

(Cl 9.3.2.3)


23.04

Rz extreme=

2.4

Iz Group =

8.64

Rx extreme=

1.2

A Rz (in m.) 2.4 Rx (in m.) 1.2 Gross Reactions P per pile = PA PB PC

= = =

B 0 1.2

C 2.4 1.2

D 2.4 1.2


E 0 1.2

F 2.4 1.2


1277 kN

PD

=

1170.19 kN

1226 kN

PE

=

1221.24 kN

1175 kN

PF

=

1272.28 kN


0.7

A/B/C

D/E/F Pile Cap

Pile PA + P B + PC

PC + P D + P E

3677.88

3663.71 3600


wl2/2

= = = = =

2574.5 326.67 1.3 276.04 2298.5

kNm kN/m m kNm kNm


=

b1

=

1 -fc'bd/(0.59*fy)

=

1

=

-1190014.294

Mufc'b/(0.59*fy^2) = 5278005959 As = 4451.9 mm2



= =

0.0018bh mm2 8991

25 @ 60 29452 mm2


100



Pile PC + P D

2447.2

along X dir

β1 ρb

=

0.85

=

0.0360

ρmax

=

0.0270

ρ

Along Z. Dir.

1.9

C/C

ρb = 0.85fc'β1/fy x (600/(600+fy))


B/C

Cl 7.12.2.1

PA + P F

= 0.005896

Cl 10.2.7.3

< 0.0270 Hence Safe

2345.11

2549.28 6000

Upward Moment Mz max Factored weight of footing & soil above it w Overhang of footing l Downward Moment due to footing and soil weight above it Net upward Moment Mn = Mz/φ = 4701 kNm

wl2/2

= = = = =

4843.6 196 2.5 612.51 4231.1

kNm kN/m m kNm kNm


=

b1

=

c1 = Area of steel

1 -fc'bd/(0.59*fy)

1

= -1190014.294 Mufc'b/(0.59*fy^2) = 9715931318 As = 8221.35 mm2



=

= = 25

0.0018bh 14985 mm2

Cl 7.12.2.1

100 C/C

along Z dir

@

35 17181 mm2


ρb = 0.85fc'β1/fy x (600/(600+fy))


β1 ρb

=

0.85

=

0.0360

ρmax

=

0.0270


ρ

Check for One Way shear Along X Dir. The critical section is at "d" from the face of column. Effective depth d = 1387.5 mm = 1.3875 m i.e., Critical section is at 1.3875m away from edge of column Distance from face of column to the Centre of pile = Distance between critical section and centre of pile

= 0.002064

0.7 m 0.69 m

Cl 10.2.7.3

< 0.0270 Hence Safe

>

0.4

Critical section lies beyond the pile, so no one way shear load is considered Along Z Dir. The critical section is at distance '"d" from the face of column. Effective depth d = 1387.5 mm = 1.3875 m i.e., Critical section is at 1.3875m away from edge of column Distance from face of column to the Centre of pile = 1.9 m Distance between critical section and centre of pile -0.51 m < Effective piles falls beyond critical section. So, chk for one way shear should be done. Shear Force in Z Dir.

=


0.4

2549.28 kN

=

4327.58 kN

(Cl.11.3.2.1)


= φsVc


8865.246 kN

=


2549.3

Check for Two Way shear (Punching Shear) Column Punching The critical section is at distance "d/2" from the face of pedestal. Effective depth d = perimeter bo =

1387.5 mm

=

9550 mm


=

1.3875 m [2*(a+d)+2*(b+d)]

6220 KN


1

=

117587.6 KN

Vc shall not exceed 1/3 √fc' bo d =

16417.12 KN

φsVc


=


=

Perimeter bo

=




=

2910 mm

=

(Cl.11.12.2.1)

7962.3 KN φsVc


1

35830.37 KN


Mid Pile Punching shear Max Vertical Load on corner pile =

= =

6220

1277 KN


Radius R = Perimeter bo Perimeter bo

(Cl.11.12.2.1)

=

5971.73 KN > Hence safe 1225.96 KN



=

1

56885.33 KN 12641.18 KN

(Cl.11.12.2.1)

1277


φsVc

=


1226

Design of Pile Cap Reinforcement Node 24 Footing No. F1 Grid No D1 Factored Reactions from Staad Pro Load Case 2014

0.6

1.2

1.2

1.187DL-SLAB+1.2EQPT+0.4LL+1.2PIPE+1.2EI +1.6 WIND Z (REALITY CON) +1.2DL-SELFWT

B Fx Fy Fz Mx Mz

-43 4780 -260 -434 -23

kN kN kN kNm kNm

C

3 .

4

3.6

1.2 1.2 2 .


3.6 m 3.6 m 1.5 m

Mx

A

100 mm 25 mm

D . 3.6 Mz


1

Z

m

Flexure φf

=

0.90

(Cl 9.3.2.1)

Shear φs

=

0.75

(Cl 9.3.2.3)


5.76

Rz extreme =

1.2

Iz Group =

5.76

Rx extreme =

1.2


= =

P/n ± Mx*Rz/Ix ± Mz*Rx/Iz 1453 kN

PB

=

1272.17 kN

PC

=

1262.58 kN

PD

=

1443.42 kN


Along X. Dir.

1000 Column 0.7

0.7

A/B

C/D Pile Cap

Pile PA + PB

PC + PD

2725.17

2706 3600


= = = =

1907.62 196 1.3 165.62

kNm kN/m m kNm

X


= 1935.56 kNm

1742 kNm


=

b1

=


c1

=

Mufc'b/(0.59*fy^2)

Area of steel

As

=


= =

=

2400098019

3377.4174 mm2 0.0018bh 8991


100

Cl 7.12.2.1 mm2 C/C

along X dir

ρb = 0.85fc'β1/fy x (600/(600+fy)) β1 = 0.85 ρb = 0.0360 Allowable tension reinforcement ratio (0.75ρb) ρmax = 0.0270 Reinforcement ratio for balanced section


ρ

=

0.0035378296

< Hence Safe

Cl 10.2.7.3

0.0270


0.7

B/C

A/D Pile Cap

Pile PC + PB

PA + PD

2534.75

2896.42 3600


= = = = =


=

b1

=

c1 = Area of steel

=

1

=

-714008.5767

Mufc'b/(0.59*fy^2)

=

2565241468 3610.99 mm2


kNm kN/m m kNm kNm


1 -fc'bd/(0.59*fy) As

2027.49 196 1.3 165.62 1861.87

= = =

0.0018bh 8991


100 C/C

along Z dir

ρb = 0.85fc'β1/fy x (600/(600+fy)) β1 ρb


Cl 7.12.2.1 mm2

ρ

=

=

0.85

=

0.0360

=

0.0270

0.0035378296

< Hence Safe

Cl 10.2.7.3

0.0270


0.7 m 0.69 m

>

0.4


=

4780 KN

1387.5 mm

=

9550 mm


1.3875 m [2*(a+d)+2*(b+d)] βc = 1


=

117587.63 KN


=

9850.27 KN


φsVc

=

(Cl.11.12.2.1)


4780


=

Perimeter bo

=

=

1453 KN


=


2910 mm βc =

1


=

35830.37 KN


=

7962.3 KN


φsVc

=

(Cl.11.12.2.1)


1453

L/C 2001 2002 2003 2004 2005 2006 2007 2008 2009 2010 2011 2012 2013 2014 2015 2016 2017 2018 2019

1.187DL+1.2EQPT+0.64LL+1.2PIPE+1.2EI+1.2DL-SELFWT. 1.187DL+1.2EQPT+0.4LL+1.2PIPE+1.2EI+1.6WIND X+1.2DL-SELFWT. 1.187DL+1.2EQPT+0.4LL+1.2PIPE+1.2EI-1.6WIND X+1.2DL-SELFWT. 1.187DL+1.2EQPT+0.4LL+1.2PIPE+1.2EI+1.6WIND Z+1.2DL-SELFWT. 1.187DL+1.2EQPT+0.4LL+1.2PIPE+1.2EI-1.6WIND Z+1.2DL-SELFWT. 1.187DL+1.2EQPT+0.64LL+1.2PIPE+1.2EI+1.6SEISMIC X+1.2DL-SELFWT. 1.187DL+1.2EQPT+0.64LL+1.2PIPE+1.2EI-1.6SEISMIC X+1.2DL-SELFWT. 1.187DL+1.2EQPT+0.64LL+1.2PIPE+1.2EI+1.6SEISMIC Z+1.2DL-SELFWT. 1.187DL+1.2EQPT+0.64LL+1.2PIPE+1.2EI-1.6SEISMIC Z+1.2DL-SELFWT. 1.187DL+1.2EQPT+0.64LL+1.2PIPE+1.2EI+1.2TEMP+1.2DL-SELFWT. 1.187DL+1.2EQPT+0.64LL+1.2PIPE+1.2EI-1.2TEMP+1.2DL-SELFWT. 1.187DL-SLAB+1.2EQPT+0.4LL+1.2PIPE+1.2EI + 1.6WIND X (REALITY CON)+ 1.2DL-SELFWT 1.187DL-SLAB+1.2EQPT+0.4LL+1.2PIPE+1.2EI - 1.6WIND X (REALITY CON)+ 1.2DL-SELFWT 1.187DL-SLAB+1.2EQPT+0.4LL+1.2PIPE+1.2EI +1.6 WIND Z (REALITY CON) +1.2DL-SELFWT 1.187DL-SLAB+1.2EQPT+0.4LL+1.2PIPE+1.2EI -1.6 WIND Z (REALITY CON) +1.2DL-SELFWT 1.187DL-SLAB+1.2EQPT+0.4LL+1.2PIPE+1.2EI + 1.6WIND X (FULLY COV CON)+ 1.2DL-SELFWT 1.187DL-SLAB+1.2EQPT+0.4LL+1.2PIPE+1.2EI - 1.6WIND X (FULLY COV CON)+ 1.2DL-SELFWT 1.187DL-SLAB+1.2EQPT+0.4LL+1.2PIPE+1.2EI +1.6 WIND Z (FULLY COV CON) +1.2DL-SELFWT 1.187DL-SLAB+1.2EQPT+0.4LL+1.2PIPE+1.2EI -1.6 WIND Z (FULLY COV CON) +1.2DL-SELFWT

* *FULLY COVERED CONDITION LOAD COMB 2016 DL-SLAB+EQPT+LL+PIPE+EI + WIND X + DL-SELFWT 1 1.187 2 1.2 3 0.4 4 1.2 5 1.2 20 1.6 11 1.2 * LOAD COMB 2017 DL-SLAB+EQPT+LL+PIPE+EI - WIND X + DL-SELFWT 1 1.187 2 1.2 3 0.4 4 1.2 5 1.2 21 1.6 11 1.2 * LOAD COMB 2018 DL-SLAB+EQPT+LL+PIPE+EI + WIND Z + DL-SELFWT 1 1.187 2 1.2 3 0.4 4 1.2 5 1.2 22 1.6 11 1.2 * LOAD COMB 2019 DL-SLAB+EQPT+LL+PIPE+EI - WIND Z + DL-SELFWT 1 1.187 2 1.2 3 0.4 4 1.2 5 1.2 23 1.6 11 1.2

ON)+ 1.2DL-SELFWT N)+ 1.2DL-SELFWT N) +1.2DL-SELFWT N) +1.2DL-SELFWT CON)+ 1.2DL-SELFWT CON)+ 1.2DL-SELFWT CON) +1.2DL-SELFWT CON) +1.2DL-SELFWT

Design of Pile Cap

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