Jembatan Pipa

PERHITUNGAN STRUKTUR JEMBATAN PIPA AIR BERSIH 1.5 m φ 150

"6P

()* 1125

10

15

10

35

B

"

 A

0.15 a8&

Pipa

"6P Ba$a 

()*

40 1. Pembebanan Beban Mati : Beban Pipa Diameter 150 mm Beban Air Didalam Pipa Beban "anal # 150.75. Beban Ba$a %ik& 50.50.5 Beban () * 250.125..9 + Beban ,id&p P 2. Momen primer  Aiba! beban ma!i MBA = 3 M"D = 1/!+ AB 2 MB" = 3 M"B = 1/12+B" Mmen akir Mmen &mp&an

2

= = = = = =

cm

19.20 kg kg/m 17.! kg/m !.25 kg/m '.14 kg/m 29.0 kg/m 77.!7 kg/m

=

100.00

kg

=

0.1 0.1'

-

77.!7

-

102

=

=

0.0 0.0!

-

77.!7

-

152

=

MD; = MBA  MB";/2

=

Mmen apangan MD; = 1/!+B"2; 3 M

=

MBA = 3 M"D = '/1p AB

97'.'!



140.07;

=

121.72 kgm

2190.10

3

121.72

=

97'.'! kgm

=

0.19

-

100.00

-

10.00

=

MB" = 3 M"B = 1/!pB"

=

0.1'

-

100.00

-

15.00

=

Mmen akir Mmen &mp&an M ; = MBA  MB";/2

=

Mmen apangan M ; = 1/4pB"; 3 M

=

Aiba! Beban Hi"#p

Mmen mak
1!7.5



1!7.5;

=

1!7.50 kgm

'75.00

3

1!7.50

=

1!7.50 kgm

1!7.500 kgm

Kombina$i momen aiba! beban %i"#p "an beban ma!i

M ;  M ; =

=

121.72



1!7.50

=

1404.22 kgm

M ;  M ; =

=

97'.'!



1!7.50

=

110.!! kgm

Mmen mak
=

1404.22

kgm

Kon!ro& Te'an'an Pro(i& )an' "ipaai a"a&a% *+ ,250-125--/ )- = '24 cm' )8 = 47 cm' * = '7. cm2 (- = 4050 cm4 294 cm4

(8 = τ i$in =

1400 kg/cm2

τ- = M mak
140422.25

Kon!ro& en"#!an end&tan ($in * = 1/500;- Pan$ang Bentang * =100/500

:

'24

=

4''.402 kg/cm2 > τ =

 kg/cm2

K

*

=

' cm lend&tan i$in;

end&tan 8ang ter$adi : *=5/'!4;-+-4; /?l;1/4!;-P-'/?l; + P ? (-

= = =

0.7! kg/cm 100.00 kg 2.10?0 g./cm2



= =

4050.00 cm4 1500.00 cm

*

=

.! cm > * i$in '.00 cm

a@an lend&t 8ang diperl&kan adala = eak
1'2.7' kg

7.00 cm

Per&# &aan &en"#!

D

97'.'! kgm 140.07 kgm

1!7.50 kgm 1!7.50 kgm

PERHITUNGAN STRUKTUR JEMBATAN PIPA AIR BERSIH 1.5 m φ 150

"6P

()* 4

B

 A 0.15

Pipa

a8& "6P Ba$a 

()*

40 1. Pembebanan Beban Mati : Beban Pipa Diameter 150 mm Beban Air Didalam Pipa Beban "anal # 150.75. Beban Ba$a %ik& 50.50.5 Beban ()* 250.125..9 + Beban ,id&p P 2. Momen primer  Aiba! beban ma!i MBA = 3 M"D = 1/!+ AB 2 MB" = 3 M"B = 1/12+B" Mmen akir Mmen &mp&an MD; = MBA  MB";/2

2

= = = = = =

cm

19.20 kg/m 17.! kg/m !.25 kg/m '.14 kg/m 29.0 kg/m 77.!7 kg/m

=

100.00

kg

=

0.1'

-

77.!7

-

2

=

=

0.0!

-

77.!7

-

72

=

=

15!.99 kgm

=

0



'17.97;

Mmen apangan MD; = 1/!+B"2; 3 M

=

47.9

3

15!.99

=

'17.97 kgm

MBA = 3 M"D = '/1p AB

=

0.19

-

100.00

-

3

=

MB" = 3 M"B = 1/!pB"

=

0.1'

-

100.00

-

7.00

=

Mmen akir Mmen &mp&an M ; = MBA  MB";/2

=

=

4'.75

kgm

Mmen apangan M ; = 1/4pB"; 3 M

=

Aiba! Beban Hi"#p

Mmen mak
0



!7.5;

175.00

3

4'.75

=

1'1.25 kgm

1'1.250 kgm

Kombina$i momen aiba! beban %i"#p "an beban ma!i

M ;  M ; =

=

15!.99



4'.75

=

202.74 kgm

M ;  M ; =

=

'17.97



1'1.25

=

449.22 kgm

Mmen mak
=

449.22

kgm

Kon!ro& Te'an'an Pro(i& )an' "ipaai a"a&a% *+ ,250-125--/ )- = '24 cm' )8 = * = (- = (8 = τ i$in =

47 '7. 4050 294

cm' cm2 cm4 cm4

1400 kg/cm2

τ- = M mak
44922.01

:

'24

=

Kon!ro& en"#!an end&tan ($in * = 1/500;- Pan$ang Bentang * =100/500 * = end&tan 8ang ter$adi :

1.4 cm lend&tan i$in;

1'!.4!2 kg/cm2 > τ =

 kg/cm2

K

*=5/'!4;-+-4; /?l;1/4!;-P-'/?l; + P ? (-

= = =

0.7! kg/cm 100.00 kg 2.10?0 g./cm2



= =

4050.00 cm4 700.00 cm

*

=

0.'7 cm > * i$in 1.40 cm

a@an lend&t 8ang diperl&kan adala = eak
3

kg

0.00 cm

K

3

kgm

'17.97 kgm

3

kgm

!7.50 kgm