KRONES Footing Rev 1

 APPENDIX A

Detailed Calculation Calculation Sheet Sheet 1

Shallow Foundation Calculation PAGE

NO.

O! NO.

"

DA#E

C$IEN#

E

!%

$OCA#ION

&

"E&IE'

G)id 1*&

S(!EC#

0

1

2

3

C+EC,  APP".

Input Data

Dead $ie 'ind Su 6 add

Loads (kN) FF 0 3 0 31 1 0 0 25

F/

6/ 68
Foundation Level 2000 h 89 0 $:! Pedestal Dimension - 89 00  89 Footing Dimension $ 89 3000 ! 89 3000 D 89 Ground Slab above footing >laH thic> * D > 89 Io>ed load on >laH * K $$> 8
F F-

h

0 1

+ D

00

$

00

/

20 0

!

Soil characteristic ;a 8e Soil an?le o@ inte)nal @)iction Sliin? an?el * B Facto) actie ?)ound )e>>u)e * >ie ?)ound )e>>u)e * < Soil Den>it 8it 8t)en?th @cu 8N:29 = Steel )ein@o)ceent >t)en?th @ 8N:29 =

6/

200 20 13.3 0.55 1.2 1

-

 -

Note>  24 3 450

6 add = additional oent @)o colun 82nd o)de) oent9

alculation Foundation !eight Df (kN) Conc)ete Footin? =

!  $  D  24

Pede>tal =

107.0

-    8+h * D9  24

Soil aHoe SlaH = Conc)ete SlaH AHoe=

.0

8!$ * -9  8+ * D * 8D> * h99  1 8!  $*-9  8D > * h9  24

17.

!  $  K$$>

40.0

"otal Df (kN) #

70.4

io>ed load @) >laH aHoe =

1:20008$c:+92+

2.

additional moment (kNm) con>tant >uH?)ade )eaction * < 8)in? con>tant @oundation * E> 8i @acto) @)o @oundation

I@  < $ 89 $c 89 -  89 1:20008$c:+92+ 1:81*F$c:E>9

additional oent  6 add 8
>i  F  ec

ali@ication @acto)

86  add oent9 : 6

$% 30000.0 20200.0 1.0 10. 12. 0. 0.15 1.0

$& 1000.0 10120.0 1.0 5.0 5.0 0. 0.035 1.04

117.7

0.0

3.4

*

Note>  colun Huc on end @i-it o@ colun + = dien>ion o@ colun - @o) 6/ and  @o) 6I@ = ine)tia @ootin? @o) 6/ I@ = 1:12!$3 @o) 6- I@ = 1:12$!3

heck ground pressure eccent)icit in - di) e- 89 eccent)icit in / di) e/ 89 cont)ol tiltin? oent * e J $:3

86/  F-  8+h9: 8F  D@9 86-  F/  8+h99: 8F  D@9

?)ound )e>>u)e a-iu ;a- 8>u)e iniu ;in 8> P)e>>u)e = 83;a-  ;in 9:4 8
D'L 0.07 0.000 * 15.5 143.7 173.4

D! D'L! 0.273 0.13 0.000 0.000 * * 12.1 3.2 104.1 13.1 *

q max=

 Fy 6 ex 6 ez ( 1± ± )  LB B  L

215.1 124.2 13.1

Stabilit+ heck Sliding stabilit+ + )e>i>tin? 8
verturning stabilit+ $overturning 8
F  tan B  P .resisting .resisting / .

6F+ F  $:2 $resisting  / $overturning

D'L 421.1 0.0 no >lidin? *

117.7 22.2 1.3 *

, dir D! 231.2 1.0 12.2 *

D'L! 421.1 1.0 22.2 *

D'L 421.1 0.0 no >lidin? *

205.7 10. .3 *

205.7 22.2 11.1 *

0.0 22.2 N:A *

- dir   D! D'L! 231.2 421.1 0.0 0.0 no >lidin? no >lidin? * *

0.0 10. N:A *

0.0 22.2 N:A *

4

 APPENDIX A

Detailed Calculation Sheet 2

Shallow Foundation Calculation PAGE

NO.

O! NO.

"

DA#E

C$IEN#

E

!%

$OCA#ION

&

"E&IE'

S(!EC#

G)id 1*&

0

1

2

3

4

C+EC,  APP".

0einforcement 1ltimate ground pressure 234D'235L

eccent)icit in - di) e- 89 86/  F-  8+h9: 8F  D@9 eccent)icit in / di) e/ 89 86-  F/  8+h99: 8F  D@9 (ltiate ?)ound )e>>u)e a-iu ;a- 8>u)e iniu ;in 8> P)e>>u)e = 83;a-  ;in 9:4 8
234D234!

0.02 0.000 23.0 21.1 24.

D234!

0.273 0.000 1. 4.3 14.7 67438

36D'236L236!

0.24 0.000 121. 40.7 101.3

0.13 0.000 2.3 14.1 231.7

$ain 0einforcement 9ottom 0einforcement (ltiate 6oent * 6u 8 )e;ui)ed 829  A> )oided 829

0.  ;a-  8$:2*-:292 H d 6:8@cuHd29 d80.80.2*,:0.90.9 6:80.7@/9 o) 0.13LHd D

Shear heck Punching Shear hecking (ltiate Shea) load a-iu &u 8t)e>> u 8N:29 &u : 8 <  d 9 Shea) liit * 0.7 8 @cu90. N:2 o)  N:2 whiche e) the >alle) Punching Shear hecking c)itical e)iete) *  89 a)ea within e)iete) * a 829 unchin? >hea) @o)ce * & 8hea) >t)e>>  8N:29 c)itical >hea) >t)e>> c 8N:29 Shear Stress heck Shea) @o)ce at 1d @)o colun @ace & >hea) >t)e>>  8N:29 c)itical >hea) >t)e>> c 8N:29

2  8 -   9  7  1.d 8 -  3d 9  8   3d 9 ;a- 8 $  ! * a9 =&:8d9

& : dir 30 1000 440 0.045 415 173 ;24<3< 20 *

:

100

 

:

107 2000 1.23 4.33 * 270 3.3 151 0.47 0.532 =N>$?@

 As  fcu 1  400 vc =   0. 79 ( 100    )1/3 ( )1/4( )1/3 γ  bd d 25 Note> γ  =

;a- 8 $:2*-:2*d9  ! &:8!  d9

D

%:dir 30 1000 420 0.00 3 13 ;24<3< 20 *

573 0.42 0.532 *

1.2

100 A>:8Hd9 J= 3 400:d M 1

100

Shallow Foundation Calculation PAGE

NO.

O! NO.

"

DA#E

C$IEN#

E

!%

$OCA#ION

&

"E&IE'

S(!EC#

0

1

2

3

4

C+EC,  APP".

Input Data

Dead $ie

Loads (kN) P< <

'ind E Su

2B =0?FA "EF

P ;78 ;82

6/ 8
< =0?FA "EF

8< =0?FA "EF

oncrete Strength @c 8N:29 = =0?FA Steel Strength @ 8N:29 = =0?FA

Foundation Properties + 89 < h 89 hw 89 < $:! Pedestal Dimension

>lloCable Soil Pressure - 89 ;a 8
<  89

< < <

=0?FA

1ltimate Loads (>I B363) $oad Ca>e Facto)> Pu- 8
0.D1.3' <3B 23; 24. 33. 5

1.4D1.$ 234 237 0 1121. 0

0.81.4D1.$1.'9 23<8 23678 23678 24.22 741.2 53.

0.81.4D1.$1.7E9 23<8 23678 234<68 "EF "EF "EF

.?*ING ontact Pressure

;a- =

"EF
;in =

;GP 8?)o>> )e>>u)e9 8
"EF

;GP = Stabilit+ against verturning

"EF
Oe)tu)nin? oent

"EF

StaHili/in? oent

"EF

Stabilizing moment = Overturning moment Stabilit+ against Sliding

 Fv × tan θ  F h

heck !ide 9eam Shear 

=

=0?FA =0?FA 238

=0?FA

=0?FA =0?FA 238

=0?FA

&c 8
a- &u 8
$oad Ca>e

"EF

"EF

"EF

&c 8
=0?FA


ma, Eu / <38Ec # =0?FA =0?FA 23<< heck Punching Shear 

"EF
a- &u 8
=0?FA

$oad Ca>e "EF

ma, Eu / <38Ec # =0?FA =0?FA 23<<

=0?FA

0esults 9ase Dimensions != =0?FA $= =0?FA

 

d= D=

=0?FA =0?FA

 

0einforcment

 A> 8c29 =

- * Di)ection !otto "ein@o)ceent =E>L1?A

#o "ein@o)ceent =E>L1?A

/ * Di)ection !otto "ein@o)ceent =E>L1?A

#

=E>L1?A

=E>L1?A

=E>L1?A

F = "EF
F- ="EF
6/ = "EF
0

G'# += 0

 A> 8c29 = 

8in Hoth di)ection>9

hw = 0

D ="EF

"EF  d=

$ = "EF   A> 8c29 =

 8/ * di)ection9

A> 8c29 =

 8- * di)ection9

/ ! = "EF = 0 -=

 Dien>ion> a)e in 

0