Perhitungan Tangga Beton Bertulang

A

=

240

B

=

150

=

2!0 cm

Perencanaan Dimensi Tangga  tn  tnggi tngka (elevasi anar lanai 1-lanai 2 s/d 3 m tnggi "#rdes

=

2 10

cm

$an%ang in%akan ( & 

=

2'

cm

tnggi &n%akan ( T

=

14

cm

)mla* an%akan (nT

=

2 10 +

)mla* in%akan (n&

=

Pan%ang *#ris#nal angga

=

Pan%ang miring angga

= 8

A2

)d) kemiringan angga

=

arc an "/a

, - 1

14 =

=

14

2'  

15 ")a* ")a*

14 = B2

40.

=

2!3 cm

=

32 

am"ar Perm#delan r)k)r Tangga

40. Te"al $la direncanakan

=

15

Te"al $la "#rdes

=

15

)as 1 anak angga

=

1/2  & T

=

203

Pan%ang miring 9 anak angga ( a 

=

8 &2  T2

=

3 2 2 0

Te"al raa 6raa anak angga ( * 

=

(1/2  &  T/a =

. 3 0

Te"al $la raa-raa (  

=

la ren  *

=

2 1 3 0

am"ar Penam$ang Tangga

Pem"e"anan Pada Tangga a Pela Tangga Be"an 7at + $ela angga

=

1 1 0 

24 00 

0 2 1 3 =

5.2422

sandaran

=

1 0 

24 00 

0 0 ! =

1'2

D

=

5.2422

anak angga

=

110 

2400 

0020 =

535'2

egel (=2 cm

=

110 

2200 

002 =

4!4

s$esi (=3 cm

=

110 

2100 

003 =

.'3

=

1:12'2

D Be"an ;id)$ +



=

300 

11 =

330 kg/m 

" Pela B#rdes Be"an mat + $ela "#rdes

=

110 

2400 

0150 =

3'.

egel (=2 cm

=

110 

2200 

002 =

4!4

s$esi (=3 cm

=

110 

2100 

003 =

.'3

=

513:

D Be"an ;id)$ +



=

300 

11 =

330 kg/m

"r Pem"e"anan Tangga
"r Pem"e"anan Tangga
Pen)langan Tangga Daa- daa $erencanaan se"agai "erik) + Te"al $ela angga

=

150

Te"al $ela "#rdes

=

150

Pen))$ "e#n

=

20

T)langan $#k#k

=

D

T)langan $em"agi

=



d> Tangga

=

1. 150 -

20 -

(1/2



1.

d> B#rdes

=

150 -

?

=

0!

7)) Be#n (@c

=

30 7$a

7)) Ba%a (@>

=

3'0 7$a



=

0!5

"

=

1100

C" =

0!5 

1



cE



> =

0!5 

0!5 

30



3'0 C ma

C min

20 -

=

0:5 

C"

=

0:5 

0033: =

0025

=

14 3'0 =

00035'

(1/2

m

14 +

=

.00 

>

,& 03-2

.00 .00 

3'0

cE

=

3'0 0!5 

=

30

152'

am"ar "idang m#men angga

Pen)langan $ela angga 7) Fn

=

.053!5 kgm

=

.053!511 ,mm

=

7) ?



= 0! 

=

0033:

,& 03-2!4:-2002 $asal 123 (

> 0!5 

1.

.00

> =



"



.053!511 1100 

122 2 122

=

4.22

m C $erl)

=

152'

=

1 m

=

1 152'

=



(

1

-

8

1



(

1

-

8

1

=

2:.!:

2

2

0013

Per*i)ngan Ge"))*an )langan karena C $erl) H C min maka di$akai C $erl) = As

=

C $erl)

0013



=

0013 

=

1:.' mm2

di$asang )langan

"



d>

1100 

D

122

1.

150

7aka )n)k $ela angga di$akai + T)langan )ama

D

1.

150

T)langan "agi



10

200

Pen)langan $ela "#rdes Dari *asil analisa di$er#le* + 7)

Fn

=

3.2.43 kgm

=

3.2.4300 ,mm

=

3.2.4300 ?



=

C $erl)

=



2

d>

3.2.4300 0! 

m

"

1100 

122

152' =

1 m

=

1 152'



(

1

-

8

1



(

1

-

8

1

=

000:5

karena C $erl) H C min Imaka di$akai C $erl) = As

=

000:5

=

000:5 

=

10110 mm2

di$asang )langan



"



1100 

D

000:5 d> 122

1.

150

210

cm2 cm cm

kg/m kg/m 

kg/m kg/m kg/m kg/m  kg/m

kg/m kg/m kg/m  kg/m

=

122 mm

=

122 mm

4:-2002 $asal 104 (3

3

Fn



m



> 4.22 

152'



3'0

2

Fn



m



> 2

2:.'  3'0

152'

