Eccentric Footing

7/21/2019 Eccentric Footing

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PROJECT :

CLIENT :

JOB NO. : DATE :

Eccentric Footing Design Based on ACI 318-14

INPUT DATA DESIGN SUMMA!

COLUMN WIDTH = 5 in FOOTING WIDTH B

COLUMN DEPTH = 5 in FOOTING LENGTH LBASE PLATE WIDTH = 16 in FOOTING THICKNESS T

BASE PLATE DEPTH = 16 in LONGITUDINAL REINF., TOP

FOOTING CONCRETE STRENGTH = .5 !"i LONGITUDINAL REINF., BOT.

REBAR #IELD STRESS = 6$ !"i TRANS%ERSE REINF., BOT.

A&IAL DEAD LOAD = 5$ !

A&IAL LI%E LOAD = '.5 !

LATERAL LOAD ($=WIND, 1=SEISMIC) = $ Win*,SD

WIND A&IAL LOAD = 1 !, SD

WIND MOMENT LOAD = 15 +-!, SD

WIND SHEAR LOAD = .5 !, SD

SURCHARGE = $.1 !"+

SOIL WEIGHT = $.11 !+

FOOTING EMBEDMENT DEPTH = +

FOOTING THICKNESS T = 1 in

ALLOW SOIL PRESSURE = / !"+

FOOTING WIDTH = 1$ +

= 6 +

FOOTING LENGTH = 6 +

= 1 +

REINFORCING SI0E 5

T"E F##TING DESIGN IS ADE$UATE%

ANA&!SIS

CASE 1: DL 2 LL P = 55 !i3" 1. DL 2 1.6 LL

M = 1/6 +-!i3"

4 = .5 +, + +7

CASE : DL 2 LL 2 $.6(1./) W P = 55 !i3" 1. DL 2 LL 2 1.$ W

M = 15 +-!i3"

% = !i3"

4 = .8 +, + +7

CASE /: DL 2 LL 2 $.6($.65) W P = 55 !i3" $.9 DL2 1.$ W

M = 1'6 +-!i3"

% = 1 !i3"

4 = .8 +, + +7

9. ' F = 1.$ $.9 = 1.11 (Satis)actor*+

W;44 18 !-+

($.15 !+) T B L = 16.<$ !, +in7 >4i7;

1./ !, "i >4i7;

15 !-+

FOR RE%ERSED LATERAL LOADS,

<.8 ' F = 1.$ $.9 (Satis)actor*+

W;44 1' !-+

'$ !-+

1.5 .5 !i3" , 6.8 !i3" (Satis)actor*+

W;44 ? $.'

1

@1

@

+

+

PDL

PLL

PLAT

MLAT

%LAT

"

>"

D+

B1

B

L1

L

DESIGN &#ADS AT T#P #F F##TING (IBC 16$5./. ACI /1< 5./)

P

M

4

P

M

%

4

P

M

%

4

C"EC #.ETUNING FACT# ($15 IBC 16$5..1, 1<$<./.1, ASCE 8-1$ 1.1/.')

MR M

O=

MO

= MLAT

2 %LAT

T - PLAT

L =

P+7

=

P"i

= >" (D

+ - T) B L =

MR

= PDL

L 2 $.5 (P

+7 2 P

"i) L =

MR M

O=

MO

= MLAT

2 %LAT

D+ - P

LATL

1 =

MR

= PDL

L1 2 $.5 (P

+7 2 P

"i) L =

C"EC S&IDING ($15 IBC 1<$8../)

(%L, ASD

) = µ ΣW =

µ =



S4i4 L*" CASE 1 CASE CASE /

P 5'.5 55./ 5'.9 !

4 .5 .< .8 + (+ 4n4 + +i

11. 11. 6.8 !, (";74

'.5 '.5 .8 !, (+in7 in4

8$. 81.$ 6'./ !

1.9 L6 . L6 ./ L6 +1.6 B6 1.6 1.8 B6 +

/$.$ /5.5 /5.' ! +

/.$ /.5 /.6 !"+

/.$ '.$ '.$ !"+

W;44

DESIGN F&E/UE 0 C"EC F&E/UE S"EA

(ACI /1< 1/, 1, )

FACTORED SOIL PRESSURE

F4* L*" CASE 1 CASE CASE /

68. 65.5 '6.$ !

.5 .< .9 +

18.9 11. $.$

/'.9 /'.9 6. !, (+4* +in7

1$.1 111.6 8. !

1.' L6 1.6 L6 1.< L6 +

./<1 .'89 1.<$8 !"+

S4in $

$ 1.5$ /.$$ '.5$ 5.56 6.'' 6.5 6.5$ 6.85

$ $ $ $ $ -9.' -16.< -//.6 -5$.'

$ $.$ $.$ $.$ $.$ 68. 68. 68. 68.

.56 .56 .56 .56 .56 .56 .56 .56 .56

$ -.9 -11.5 -5.9 -/9.6 -5/.$ -5$.$ -5'.1 -5<./

$ /.< 8.8 11.5 1'. 16.5 16.$ 16.6 18./

'.99 '.99 '.99 '.99 '.99 '.99 '.99 '.99 '.99

$ -5.6 -.5 -5$.5 -88. -1$/.' -98.5 -1$5.5 -11/.8

$ 8.5 15.$ .5 8.< /.1 /1. /.' //.8

$.$$ $.51 1.$ 1.5/ 1.<9 .19 .1/ .1 ./$

$ 1<9.5 <<.9 /16./ /$./ 85. <.$ 8.< 6.9

$ -'<. -<'.1 -1$8.< -118. -1$./ -1$.$ -1$./ -1$.'

181%1 24% 23%8 18% 8%3 115%5 5%5 4%

-36% -61% -53%8 -5%2 -4% -%6 -4% -2%2

C"EC S#I& BEAING CAPACIT! (ACI /1< 1/./.1.1)

" B L

($.15->")T B L

Σ P

4L

4B B6

L

>

P

4

γ " B L !, (+4* ";7

γ $.15T 2 >"(D

+- T)BL

Σ P

4

,

FOOTING MOMENT SHEAR AT LONGITUDINAL SECTIONS FOR CASE 1

$.5 L1

$.5$ L1

$.85 L1

CL

CR

$.5 L

$.5$ L

$.85 L

& (+, *i". + 4+ + +in7)

M,

(+-!)

%,

(!)

P,";

(!+)

M,";

(+-!)

%,";

(!)

P,+7 +i

(!+)

M,+7 +i

(+-!)

%,+7 +i

(!)

,"i (!"+)

M,"i

(+-!)

%,"i

(!)

M7 )t-9:

.7 9i;s:

'

'20.85 1 1

0.383

M u f c b f d c

f y

ρ

− − =

40.0018 ,

3 MIN

T MIN

d ρ ρ

=

( )

( )

61

,6

2,

3(0.5 ) 6

L

L

L

L

L

e P

L L for e

Lq

P L for e

L e

Σ + ≤= Σ

>−

61

,6

2,

3(0.5 ) 6

B

L

B

MAX

L B

B

eq

B B for e

q B

q B for e

B e

+ ≤=

>−

( )

( )

61

,6,

2,

3 (0.5 ) 6

MAX

eu P u

L L for eu

BLqu

L P u for eu

B L eu

Σ + ≤=

Σ >

−

'

10.85

MAX

f c u

f u t y

β ε ρ

ε ε =

+

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S4in $

$ 1.5$ /.$$ '.5$ 5.56 6.'' 6.5 6.5$ 6.85

$ $ $ $ $ -11. 1.1 -15./ -/1.6

$ $.$ $.$ $.$ $.$ 65.5 65.5 65.5 65.5

1.6$ 1.6$ 1.6$ 1.6$ 1.6$ 1.6$ 1.6$ 1.6$ 1.6$

$ -1.< -8. -16. -'.< -//. -/1./ -//.< -/6.5

$ .' '.< 8. <.9 1$./ 1$.$ 1$.' 1$.<

'.99 '.99 '.99 '.99 '.99 '.99 '.99 '.99 '.99

$ -5.6 -.5 -5$.5 -88. -1$/.' -98.5 -1$5.5 -11/.8

$ 8.5 15.$ .5 8.< /.1 /1. /.' //.8

$.$$ $.5/ 1.$6 1.59 1.98 .< .1 ./$ ./9

$ 185.5 6.8 <$.9 6.' //.1 '$. /$.6 $.'

$ -'8./ -<1.< -1$/.6 -111.' -11.9 -11/.$ -11.9 -11.'

168% 233% 214%1 16%4 8%3 112%6 56%1 38%6

-35%4 -62%1 -54% -54%5 -% -6%3 -4% -2%4

S4in $

$ 1.5$ /.$$ '.5$ 5.56 6.'' 6.5 6.5$ 6.85

$ $ $ $ $ -.6 6.$ -5.5 -18.$

$ $.$ $.$ $.$ $.$ '6.$ '6.$ '6.$ '6.$

$.$$ $.$$ $.$$ $.$$ $.$$ $.$$ $.$$ $.$$ $.$$

$ $.$ $.$ $.$ $.$ $.$ $.$ $.$ $.$

$ $.$ $.$ $.$ $.$ $.$ $.$ $.$ $.$

/.8' /.8' /.8' /.8' /.8' /.8' /.8' /.8' /.8'

$ -'. -16.< -/8.9 -58.9 -88.6 -8/.1 -89.1 -<5./

$ 5.6 11. 16.< $.< '.1 /.' './ 5./

$.$$ $.$$ $.88 1.16 1.'' 1.66 1.61 1.6< 1.8'

$ $.$ 168.1 18'.$ 15<.' 1/6.9 1'.$ 1/5.1 18.<

$ $.$ -55.8 -69.8 -8/.9 -8/.9 -8'. -8/.< -8/.1

-4%2 1%2 136%1 1% 6%5 54% % 2%

%6 -44% -2%8 -3%1 -3%8 -4%8 -3%4 -1%8

DESIGN FLE&URE

Lin * (in) "4

T3 Ln7i*in -'. +-! 9.69 $.$$$1 $.$$$1 $.$19 n ii 1 5

B Ln7i*in 5'.9 +-! <.69 $.$$5 $.$$'1 $.$19 1< / 5 < in ..

B Tn"4"4 1 +-! + <./< $.$$$' $.$$$/ $.$19 1< 6 5 15 in ..

CHECK FLE&URE SHEAR

Di4in

Ln7i*in 85. ! 15 ! (Satis)actor*+

Tn"4"4 './ ! + < ! + (Satis)actor*+

C"4 R J

1 68. 16<.$ 1<.9 1<.9 $.5 $.' 1.$ .$ 11.$ '.' 1.5 1.9

65.5 18<.< 1<.9 1<.9 $.5 $.' 1.$ .$ 11.$ '.' 1.' 1.9

/ '6.$ 1/$.$ 1<.9 1<.9 $.5 $.' 1.$ .$ 11.$ '.' 1.$ 1.9

>;44 φ = $.85 , (ACI /1< 1.)


$.5 L1

$.5$ L1

$.85 L1

CL

CR

$.5 L

$.5$ L

$.85 L

& (+, *i". + 4+ + +in7)

M,

(+-!)

%,

(!)

P,";

(!+)

M,";

(+-!)

%,";

(!)

P,+7 +i

(!+)

M,+7 +i

(+-!)

%,+7 +i

(!)

,"i

(!"+)

M,"i

(+-!)

%,"i

(!)

M7 )t-9:

.7 9i;s:

FOOTING MOMENT SHEAR AT LONGITUDINAL SECTIONS FOR CASE 3$.5 L

1$.5$ L

1$.85 L

1C

LC

R$.5 L

$.5$ L

$.85 L

& (+, *i". + 4+ + +in7)

M,

(+-!)

%,

(!)

P,";

(!+)

M,";

(+-!)

%,";

(!)

P,+7 +i

(!+)

M,+7 +i

(+-!)

%,+7 +i (!)

,"i

(!"+)

M,"i

(+-!)

%,"i

(!)

M7 )t-9:

.7 9i;s:

M,

ρin

ρ4D

ρ

"

%,

φ% = φ @ * (+

)$.5 ;4! %

φ %

C"EC PUNC"ING S"EA (ACI /1< 1/..8., .6.'.1, .6.'./, <.'../)

P

M

@1

@

@$

γ

β

A+

A3

0.5 1( )

231 21 3

6 1 1

1 2

R b M P uu v psivu J A P

d b d b J

b b

b b P u R A f

γ −= +

= + +

=

( )2 1 2

11

2 113

2

d b b A P

vb

b

BL A f

γ

= +

= −+

=

( )

( )

'( ) 2

42, , 40

0

, 0.5 0.5 ,0 1 1 1

psi y f vc c

d y MIN

bc

A P d b b c b bd

φ φ

β

= +

=

= = + +



PAGE :

DESIGN B# :

RE%IEW B# :

= 16.$$ +

= 8.$$ +

= 1 in

1 5

/ 5 < in ..

6 5 15 in ..

= 68 !i3"

= 16< +-!i3"

= .5 +, + +7

= 66 !i3"

= 189 +-!i3"

= / !i3"

= .8 +, + +7

= '6 !i3"

= 1/$ +-!i3"

= / !i3"= .< +, + +7



(n*)

n7)

*)

4*)

(Satis)actor*+

@!+i *")

L

8.$$

-68.

68.

.56

-6.8

18.9

'.99

-1./

/'.9

./<

5.

-1$.1

4 *)



(n*)

L

8.$$

-'<.$

65.5

1.6$

-/9.

11.

'.99

-1./

/'.9

.'<

$9.5

-111.6

L

8.$$

-<.5

'6.$

$.$$

$.$

$.$

/.8'

-91.8

6.

1.<1

1$.

-8.

$.$$$

$.$$'/

$.$$6

(Satis)actor*+

1$5./ 15$.$

1$.8 15$.$

8. 15$.$

(Satis)actor*+

ρ3D

(3"i)

φ

( )0.5 0.52 2 d c b= + +



INPUT DATA DESIGN SUMMA!

COLUMN WIDTH = 5 in FOOTING WIDTH B

COLUMN DEPTH = 5 in FOOTING LENGTH L

BASE PLATE WIDTH = 16 in FOOTING THICKNESS T

BASE PLATE DEPTH = 16 in LONGITUDINAL REINF. REF

FOOTING CONCRETE STRENGTH = .5 !"i TRANS%ERSE REINF. REF REBAR #IELD STRESS = 6$ !"i

A&IAL DEAD LOAD = 5$ !

A&IAL LI%E LOAD = '.5 !

LATERAL LOAD ($=WIND, 1=SEISMIC) = $ Win*,SD

WIND A&IAL LOAD = 1 !, SD

WIND MOMENT LOAD = $ +-!, SD

WIND SHEAR LOAD = $ !, SD

SURCHARGE = $.1 !"+

SOIL WEIGHT = $.11 !+

FOOTING EMBEDMENT DEPTH = +

FOOTING THICKNESS T = 1 in

ALLOW SOIL PRESSURE = / !"+

FOOTING WIDTH = 6 +

= 1$ +

FOOTING LENGTH = 1 +

= 6 +

REINFORCING SI0E 5

ANA&!SIS

CASE 1: DL 2 LL P = 55 !i3" 1. DL 2 1.6 LL

M = -1/6 +-!i3"

4 = -.5 +, + +7

CASE : DL 2 LL 2 $.6(1./) W P = 55 !i3" 1. DL 2 LL 2 1.$ W

M = -1/< +-!i3"

4 = -.5 +, + +7

CASE /: DL 2 LL 2 $.6($.65) W P = 55 !i3" $.9 DL2 1.$ W

M = -1/8 +-!i3"

4 = -.5 +, + +7

1

@1

@

+

+

PDL

PLL

PLAT

MLAT

%LAT

"

>"

D+

B1

B

L1

L

DESIGN &#ADS (IBC SEC.16$5./. ACI /1<-$ SEC.9..1)

P

M

4

P

M

4

P

M

4



S4i4 L*" CASE 1 CASE CASE /

P 5'.5 55./ 5'.9 !

4 -.5 -.5 -.5 + (+ 4n4 + +i

11. 11. 6.8 !, (";74

'.5 '.5 .8 !, (+in7 in4

8$. 81.$ 6'./ !

-1.9 L6 -1.9 L6 -.1 L6 +

1.6 B6 1.6 B6 1.8 B6 +

-6.8 -6.< -8.6 ! +

-$.8 -$.8 -$.< !"+

/.$ '.$ '.$ !"+

W;44

DESIGN F&E/UE 0 C"EC F&E/UE S"EA

(ACI /1<-$ SEC.15.'., 1$., 1$.5.', 8.1., 1., 1.5, 15.5., 11.1./.1, 11./)

FACTORED SOIL PRESSURE

F4* L*" CASE 1 CASE CASE /

68. 65.5 '6.$ !

-.5 -.5 -.5 +

18.9 11. $.$

/'.9 /'.9 6. !, (+4* +in7

1$.1 111.6 8. !

-1.' L6 -1.5 L6 -1.6 L6 +

-$.1' -$.56 -$./5 !"+

S4in $

$ $.5 $.5$ $.85 $.56 1.'' .5$ '.$$ 5.5$

$ $ $ $ $ -9.' -1$$.< -$1.6 -/$.'

$ $.$ $.$ $.$ $.$ 68. 68. 68. 68.

.56 .56 .56 .56 .56 .56 .56 .56 .56

$ -$.1 -$./ -$.8 -$.' -.6 -<.$ -$.5 -/<.8

$ $.6 1./ 1.9 1.' /.8 6.' 1$. 1'.1

'.99 '.99 '.99 '.99 '.99 '.99 '.99 '.99 '.99

$ -$. -$.6 -1.' -$.< -5. -15.6 -/9.9 -85.5

$ 1. .5 /.8 .< 8. 1.5 $.$ 8.5

./6 .8 .18 .$< .15 1.</ 1.'' $.<9 $./'

$ 1. '.6 1$. 5.< /6.1 1$.6 /9.1 '$8.6

$ -9. -1<.1 -6.6 -$./ -'<. -85.9 -1$/.9 -11<.6

% 3%6 8%1 4%6 -1%1 -21%8 -22% -%

C"EC S#I& BEAING CAPACIT! (ACI /1<-$ SEC.15..)

" B L

($.15->")T B L

Σ P4

L

4B

L

>

P

4

γ " B L !, (+4* ";7

γ $.15T 2 >"(D

+- T)BL

Σ P

4

,


$.5 L1

$.5$ L1

$.85 L1

CL

CR

$.5 L

$.5$ L

$.85 L

& (+, *i". + 4+ + +in7)

M,

(+-!)

%,

(!)

P,";

(!+)

M,";

(+-!)

%,";

(!)

P,+7 +i

(!+)

M,+7 +i

(+-!)

%,+7 +i (!)

,"i

(!"+)

M,"i

(+-!)

%,"i

(!)

M7 )t-9:

'

'20.85 1 1

0.383

M u f c b f d c

f y ρ

− −

=

'

10.85 87

0.7587

MAX

f c f f y y

β ρ

= +

40.0018 ,

3 MIN

T MIN

d

ρ ρ =

( )

( )

61

,6

2,

3(0.5 ) 6

L

L

L

L

L

e P

L L for e

Lq

P L for e

L e

Σ + ≤= Σ

>−

61

,6

2,

3(0.5 ) 6

B

L

B

MAX

L B

B

eq

B B for e

q B

q B for e

B e

+ ≤=

>−

( )

( )

61

,6,

2,

3 (0.5 ) 6

MAX

eu P u

L L for eu

BLqu

L P u for eu B L eu

Σ + ≤=

Σ >

−



-5%4 -14%4 -21% -16% 2% 1%1 -6% -%8 .7 9i;s:



S4in $

$ $.5 $.5$ $.85 $.56 1.'' .5$ '.$$ 5.5$

$ $ $ $ $ -<.8 -9<./ -196.5 -9'.<

$ $.$ $.$ $.$ $.$ 65.5 65.5 65.5 65.5

1.6$ 1.6$ 1.6$ 1.6$ 1.6$ 1.6$ 1.6$ 1.6$ 1.6$

$ -$.1 -$. -$.5 -$./ -1.8 -5.$ -1.< -'.

$ $.' $.< 1. $.9 ./ '.$ 6.' <.<

'.99 '.99 '.99 '.99 '.99 '.99 '.99 '.99 '.99

$ -$. -$.6 -1.' -$.< -5. -15.6 -/9.9 -85.5

$ 1. .5 /.8 .< 8. 1.5 $.$ 8.5

.5 .16 .$8 1.9< .$5 1.8' 1./5 $.< $.<

$ 1.1 '.' 9.8 5.5 /'.' 98.6 6.9 /<5.6

$ -<.< -18./ -5.' -19./ -'5.< -8.1 -9<. -111.'

% 3%6 5% 4% -1%1 -21%3 -22%3 -8%8

-5%2 -14% -2%4 -1%6 2%1 % -6%3 -%6

S4in $

$ $.5 $.5$ $.85 $.56 1.'' .5$ '.$$ 5.5$

$ $ $ $ $ -$.1 -69.$ -1/<.$ -$8.$

$ $.$ $.$ $.$ $.$ '6.$ '6.$ '6.$ '6.$

$.$$ $.$$ $.$$ $.$$ $.$$ $.$$ $.$$ $.$$ $.$$

$ $.$ $.$ $.$ $.$ $.$ $.$ $.$ $.$

$ $.$ $.$ $.$ $.$ $.$ $.$ $.$ $.$/.8' /.8' /.8' /.8' /.8' /.8' /.8' /.8' /.8'

$ -$.1 -$.5 -1.1 -$.6 -/.9 -11.8 -/$.$ -56.6

$ $.9 1.9 .< .1 5.' 9.' 15.$ $.6

1.5 1.'6 1.'$ 1./' 1./< 1.16 $.9$ $.5 $.1'

$ $.< /.$ 6.6 /.8 /. 65.< 15./ 58.'

$ -6.$ -11.8 -18. -1/.1 -/$.9 -'<.' -65.' -8/./

%6 2% % 3%1 -%8 -14% -1%5 -6%2

-% -%8 -14%4 -11% 2% 6% -4%4 -6%5

DESIGN FLE&URELin * (in) "4

T3 Ln7i*in -.9 +-! 9.69 $.$$$' $.$$$/ $.$1/' n ii 8 1$ 1' in .., n.

B Ln7i*in <.1 +-! <.69 $.$$$$ $.$$$$ $.$1/' 1< 1$ 1$ 9 in .., n.

B Tn"4"4 '9 +-! + <./< $.$$6 $.$$<9 $.$1/' 1< 6 5 16 in ..


$.5 L1

$.5$ L1

$.85 L1

CL

CR

$.5 L

$.5$ L

$.85 L

& (+, *i". + 4+ + +in7)

M,

(+-!)

%,

(!)

P,"; (!+)

M,";

(+-!)

%,";

(!)

P,+7 +i

(!+)

M,+7 +i

(+-!)

%,+7 +i

(!)

,"i

(!"+)

M,"i

(+-!)

%,"i

(!)

M7 )t-9: .

7 9i;s:


$.5 L1

$.5$ L1

$.85 L1

CL

CR

$.5 L

$.5$ L

$.85 L

& (+, *i". + 4+ + +in7)

M,

(+-!)

%,

(!)

P,";

(!+)

M,";

(+-!)

%,";

(!)

P,+7 +i

(!+)

M,+7 +i

(+-!)

%,+7 +i

(!)

,"i

(!"+)

M,"i

(+-!)

%,"i

(!)

M7 )t-9:

.7 9i;s:

M,

ρin

ρ4D

ρ

"



= 16.$$ +

= 8.$$ +

= 1 in

5 REF in ..

5 REF in ..

= 68 !i3"

= -16< +-!i3"

= -.5 +, + +7= 66 !i3"

= -16' +-!i3"

= -.5 +, + +7

= '6 !i3"

= -115 +-!i3"

= -.5 +, + +7



(n*)

n7)

*)

4*)

(Satis)actor*+

@!+i *")

L

8.$$

-'$/.

68.

.56

-6.8

18.9

'.99

-1./

/'.9

-$.1

5<<.

-1$.1

4 *)



(n*)

L

8.$$

-/9/.$

65.5

1.6$

-/9.

11.

'.99

-1./

/'.9

-$.6

55'.5

-111.6

L

8.$$

-86.$

'6.$

$.$$

$.$

$.$

/.8'

-91.8

6.

-$.'

/68.8

-8.

$.$$

$.$$/

$.$$$5

(Satis)actor*+

ρ3D

Eccentric Footing

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