Pile Caps

PROJECT : CLIENT : JOB NO. :

DATE :

Pile Cap Design for 3-Piles Pattern Based on ACI 318-14 DESIGN CRITERIA 1.

FROM PILE DESIGN & SOIL REPORT, DETERMINE SINGLE PILE MAX LOADS OR CAPACITY AT CAP BOTT

2.

THE MAXIMUM COLUMN CAPACITY AT COLUMN BASE, fPn,col, fMn,col, fVn,col, MAY BE BASED ON PILE CAP USER CAN CHANGE THE YELLOW CELLS TO MODIFY THEM FOR DIFFERENT CASES.

3.

PILE CAPS SHALL BE INTERCONNECTED BY TIES WITH Min(0.25, S DS/10) TIMES AXIAL VERT COLUMN LO

INPUT DATA & DESIGN SUMMARY CONCRETE STRENGTH

fc '

=

4

ksi

REBAR YIELD STRESS PILE DIAMETER COLUMN SIZE (SHORT SIDE)

fy D C

= = =

60 20 24

ksi in in

SINGLE PILE MAX LOADS OR CAPACITY fPn

=

130

k

fMn

=

400

ft-k

= Clear = Edge =

35 40 12

k in in

(at the section of cap bottom face)

fVn

PILE CLEAR DIST. (24" min, 2D reqd) EDGE DISTANCE (9" min) EFFECTIVE DEPTH CAP BOTTOM REINFORCING

#

The Column Can Support M Pu,col ≤ f

d

=

53

in

9

@

16

in o.c., each way

Mu,col ≤ fM Vu,col ≤ f

THE PILE CAP DESIGN IS ADEQUATE.

ANALYSIS CHECK FLEXURE CAPACITY AT COLUMN FACE (ACI 318 21,22, & 24.4.3.1) Pile Spacing = Cap Edge Length = L1-1 = 77.0 L2-2 = 104.7 Mu, 1-1 = 113.4 Mu, 2-2 = 123.7 rprovD = 0.0012

60 in 136.2 in in, length of section 1-1 in, length of section 2-2 ft-kips / ft, (to middle of cap elevation) ft-kips / ft, (to middle of cap elevation)

 M u, max   0.85 f c' 1  1   0.383b d 2 f c'   r  fy

r MAX 

0.85 1 f c' fy

u  u t

T 4   r MIN  MIN  0.0018 , r   d 3  

0.0008

<

rprovD

[Satisfactory]

0.0206

>

rprovD

[Satisfactory]

0.0011

<

rprovD

[Satisfactory]

CHECK ONE WAY SHEAR CAPACITY AT THE FACE OF COLUMN & PILE (ACI 318 22.5) L3-3 = 62.4 Vu, 2-2 = 2 (fPn) / L2-2 =

in, length of section 3-3 0.0 kips / ft (No shear at "d" offset.)

Vu, 3-3 = (fPn) / L3-3 =

0.0

kips / ft

fVc = 2 f b d (fc')0.5 =

60.3

kips / ft

where

f=

(No shear at "d" offset.)

> Vu, max

[Satisfactory]

0.75 (ACI 318 21.2)

CHECK COLUMN PUNCHING CAPACITY (ACI 318 13.2.7.2, 22.6.4.1, 22.6.4.3, & 8.4.2.3) P u ,col 0.5 v M u ,col b1 ( psi )    f v c( psi )  f  2  y  f 'c  v u > 190 ksi J AP where

c =

 v  1

1.00

b1 =

(C + d) =

77

in

b2 =

77

in

b0 =

(C + d) = 2b1 + 2b2 =

308

in

Ap =

b0 d

=

16324

in2

31

1 2 1 3

b1 b2



0.4

 d b3    d  2  b  J   1  1     3  2     6    b1   b1    

CHECK SINGLE PILE PUNCHING CAPACITY (ACI 318 13.2.7.2, 22.6.4.1, 22.6.4.3, & 8.4.2.3) P u,col 0.5 v M u,col b1 f v c( psi )  f  2  y  f 'c  ( psi)    v u > 95 ksi J AP where

a= b1 =

(a / 360) (Dp / 4 + d) =

26 in

b2 =

(a / 360) (Dp / 4 + d) =

26 in

b0 =

(a / 360) (D + d) p =

85 in, conservative value

134.1 deg

Ap = b0 d = 4529  3  d b    d 2  b  J   1  1     3  2     6    b1   b1    

 v  1

y=

1 2 1 3

0

b1 b2

in2 59

ft4

 0.4

, conservative value as one way shear

49

PAGE : DESIGN BY : REVIEW BY :

CAPACITY AT CAP BOTTOM FACE, fPn, fMn, & fVn.

BE BASED ON PILE CAP BALANCED LOADS.

SES.

AXIAL VERT COLUMN LOADING. (IBC 1810.3.13)

Column Can Support Max Loads: Pu,col ≤ fPn,col =

390

Mu,col ≤ fMn,col =

710.0

Vu,col ≤ fVn,col =

105

kips ft-kips kips

ksi

[Satisfactory]

 4 d  y  MIN  2, , 40     b0  c 

870

ft4

2.0

(cont'd)

ksi

[Satisfactory]

PROJECT : CLIENT : JOB NO. :

DATE :

Pile Cap Design for 4-Piles Pattern Based on ACI 318-14 DESIGN CRITERIA 1.

FROM PILE DESIGN & SOIL REPORT, DETERMINE SINGLE PILE MAX LOADS OR CAPACITY AT CAP BOTT

2.

THE MAXIMUM COLUMN CAPACITY AT COLUMN BASE, fPn,col, fMn,col, fVn,col, MAY BE BASED ON PILE CAP USER CAN CHANGE THE YELLOW CELLS TO MODIFY THEM FOR DIFFERENT CASES.

3.

PILE CAPS SHALL BE INTERCONNECTED BY TIES WITH Min(0.25, S DS/10) TIMES AXIAL VERT COLUMN LO

INPUT DATA & DESIGN SUMMARY CONCRETE STRENGTH

fc '

=

4

ksi

REBAR YIELD STRESS PILE DIAMETER COLUMN SIZE (SHORT SIDE)

fy D C

= = =

60 20 24

ksi in in

SINGLE PILE MAX LOADS OR CAPACITY fPn

=

130

k

fMn

=

400

ft-k

= Clear = Edge =

35 40 12

k in in

(at the section of cap bottom face)

fVn

PILE CLEAR DIST. (24" min, 2D reqd) EDGE DISTANCE (9" min) EFFECTIVE DEPTH CAP BOTTOM REINFORCING

#

The Column Can Support M Pu,col ≤ f

d

=

53

in

9

@

12

in o.c., each way

Mu,col ≤ fM Vu,col ≤ f

THE PILE CAP DESIGN IS ADEQUATE.

ANALYSIS CHECK FLEXURE CAPACITY AT COLUMN FACE (ACI 318 21,22, & 24.4.3.1) Pile Spacing = Cap Edge Length = L1-1 = 113.1 L2-2 = 104.0 Mu, 1-1 = 80.3 Mu, 2-2 = 156.2 rprovD = 0.0016

60 in 104.0 in in, length of section 1-1 in, length of section 2-2 ft-kips / ft, (to middle of cap elevation) ft-kips / ft, (to middle of cap elevation)

 M u, max   0.85 f c' 1  1   0.383b d 2 f c'   r  fy '

r MAX 

0.85 1 f c fy

u  u t

T 4   , r r MIN  MIN  0.0018 d 3  

0.0010

<

rprovD

[Satisfactory]

0.0206

>

rprovD

[Satisfactory]

0.0014

<

rprovD

[Satisfactory]

CHECK ONE WAY SHEAR CAPACITY AT THE FACE OF COLUMN & PILE (ACI 318 22.5) L3-3 = 82.2 Vu, 2-2 = 2 (fPn) / L2-2 =

in, length of section 3-3 0.0 kips / ft (No shear at "d" offset.)

Vu, 3-3 = (fPn) / L3-3 =

0.0

kips / ft

fVc = 2 f b d (fc')0.5 =

60.3

kips / ft

where

f=

(No shear at "d" offset.)

> Vu, max

[Satisfactory]

0.75 (ACI 318 21.2)

CHECK COLUMN PUNCHING CAPACITY (ACI 318 13.2.7.2, 22.6.4.1, 22.6.4.3, & 8.4.2.3)

f v c( psi )  f  2  y  where

c =

f 'c  190 ksi

>

vu ( psi ) 

P u ,col AP



0.5 v M u ,col b1 J  v  1

1.00

b1 =

(C + d) =

77

in

b2 =

77

in

b0 =

(C + d) = 2b1 + 2b2 =

308

in

Ap =

b0 d

16324

in

=

2



1 2 1 3

b1 b2

42



0.4

 d b3    d  2  b  J   1  1     3  2     6    b1   b1    

CHECK SINGLE PILE PUNCHING CAPACITY (ACI 318 13.2.7.2, 22.6.4.1, 22.6.4.3, & 8.4.2.3)

f v c( psi )  f  2  y  where

f 'c 

95

v u ( psi ) 

>

ksi

P u ,col AP



0.5 v M u ,col b1

a= b1 =

(a / 360) (Dp / 4 + d) =

31 in

b2 =

(a / 360) (Dp / 4 + d) =

31 in

b0 =

(a / 360) (D + d) p =

105 in, conservative value

Ap =

b0 d

in2

164.1 deg

=

5542

 d b3    d  2  b  J   1  1     3  2     6    b1   b1    

 v  1

y=

1



90

ft4

0.4

2 1 3

b1 b2

0

, conservative value as one way shear

J



40

PAGE : DESIGN BY : REVIEW BY :

CAPACITY AT CAP BOTTOM FACE, fPn, fMn, & fVn.

BE BASED ON PILE CAP BALANCED LOADS.

SES.

AXIAL VERT COLUMN LOADING. (IBC 1810.3.13)

Column Can Support Max Loads: Pu,col ≤ fPn,col =

520

Mu,col ≤ fMn,col =

946.7

Vu,col ≤ fVn,col =

140

kips ft-kips kips

ksi

[Satisfactory]

 4 d  y  MIN  2, , 40     b0  c 

870

ft4

2.0

(cont'd)

ksi

[Satisfactory]

PROJECT : CLIENT : JOB NO. :

DATE :

Pile Cap Design for 2-Piles Pattern Based on ACI 318-14 DESIGN CRITERIA 1.

FROM PILE DESIGN & SOIL REPORT, DETERMINE SINGLE PILE MAX LOADS OR CAPACITY AT CAP BOTT

2.

THE MAXIMUM COLUMN CAPACITY AT COLUMN BASE, fPn,col, fMn,col, fVn,col, MAY BE BASED ON PILE CAP USER CAN CHANGE THE YELLOW CELLS TO MODIFY THEM FOR DIFFERENT CASES.

3.

PILE CAPS SHALL BE INTERCONNECTED BY TIES WITH Min(0.25, S DS/10) TIMES AXIAL VERT COLUMN LO

INPUT DATA & DESIGN SUMMARY CONCRETE STRENGTH

fc '

=

4

ksi

REBAR YIELD STRESS PILE DIAMETER COLUMN SIZE (SHORT SIDE)

fy D C

= = =

60 20 24

ksi in in

SINGLE PILE MAX LOADS OR CAPACITY fPn

=

130

k

fMn

=

400

ft-k

= Clear = Edge =

35 40 12

k in in

(at the section of cap bottom face)

fVn

PILE CLEAR DIST. (24" min, 2D reqd) EDGE DISTANCE (9" min) EFFECTIVE DEPTH CAP BOTTOM REINFORCING

#

The Column Can Support M Pu,col ≤ f

d

=

53

in

9

@

12

in o.c., each way

Mu,col ≤ fM Vu,col ≤ f

THE PILE CAP DESIGN IS ADEQUATE.

ANALYSIS CHECK FLEXURE CAPACITY AT COLUMN FACE (ACI 318 21,22, & 24.4.3.1) Pile Spacing = Cap Edge Length = L1-1 = 44.0 Mu, 1-1 = 104.4 rprovD = 0.0016

60 in 104.0 in in, length of section 1-1 ft-kips / ft, (to middle of cap elevation)

 M u , max   0.85 f c' 1  1   0.383b d 2 f c'   r  fy '

r MAX 

0.85 1 f c fy

u  u t

T 4   r MIN  MIN  0.0018 , r   d 3  

0.0007

<

rprovD

[Satisfactory]

0.0206

>

rprovD

[Satisfactory]

0.0009

<

rprovD

[Satisfactory]

CHECK ONE WAY SHEAR CAPACITY AT THE FACE OF COLUMN & PILE (ACI 318 22.5)

L2-2 = 44.0 Vu, 1-1 = (fPn) / L1-1 =

in, length of section 2-2 0.0 kips / ft (No shear at "d" offset.)

Vu, 2-2 = (fPn) / L2-2 =

0.0

kips / ft

fVc = 2 f b d (fc')0.5 =

60.3

kips / ft

where

f=

(No shear at "d" offset.)

> Vu, max

[Satisfactory]

0.75 (ACI 318 21.2)

CHECK COLUMN PUNCHING CAPACITY (ACI 318 13.2.7.2, 22.6.4.1, 22.6.4.3, & 8.4.2.3)

f v c( psi )  f  2  y  where

c =

f 'c  190 ksi

>

vu ( psi ) 

P u ,col AP



0.5 v M u,col b1 J  v  1

1.00

b1 =

(C + d) =

b2 = b0 =

[(C + min(Edge , d)] = 2b1 + 2b2 = 226

in

Ap =

b0 d

in

77

=

11978

in 36

2

in



1 2 1 3

b1 b2

31



0.49367

 d b3    d  2  b  J   1  1     3  2     6    b1   b1    

CHECK SINGLE PILE PUNCHING CAPACITY (ACI 318 13.2.7.2, 22.6.4.1, 22.6.4.3, & 8.4.2.3)

f v c( psi )  f  2  y  where

f 'c 

95

>

ksi

v u ( psi ) 

P u ,col AP



0.5 v M u ,col b1

a= b1 =

(a / 360) (Dp / 4 + d) =

18 in

b2 =

(a / 360) (Dp / 4 + d) =

18 in

b0 =

(a / 360) (D + d) p =

60 in, conservative value

Ap =

b0 d

in2

94.3 deg

=

3185

 d b3    d  2  b  J   1  1     3  2     6    b1   b1    

 v  1

y=

1 2 1 3 0

b1 b2



31

ft4

0.4

, conservative value as one way shear

J



67

PAGE : DESIGN BY : REVIEW BY :

CAPACITY AT CAP BOTTOM FACE, fPn, fMn, & fVn.

BE BASED ON PILE CAP BALANCED LOADS.

SES.

AXIAL VERT COLUMN LOADING. (IBC 1810.3.13)

Column Can Support Max Loads: Pu,col ≤ fPn,col =

260

Mu,col ≤ fMn,col =

473.3

Vu,col ≤ fVn,col =

70

kips ft-kips kips

ksi

[Satisfactory]

 4 d  y  MIN  2, , 40     b0  c 

559

ft4

2.0

(cont'd)

ksi

[Satisfactory]