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7/26/2019 Ria Tugas Beton Jadi

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4. Perhitungan Gaya-Gaya yang Bekerja pada Struktur

A. Berat Bangunan Total ( Wt )

a. Berat lantai atap

BEBAN MATI :

- plat = 48 x 20 x 0.12 x 2400 = 276480 kg

- balk = ! " x 48 # 7 x 20 $ x 0.40 x 0.8 x 2400 = 2%1840 kg

- kl& = '" x 1." x 0.8 x 0.8 x 2400 = 80640 kg

- (in(ing = 2%2 x 1." x 0.1" x 1700 = 1116%0 kg

- pla)n( = 48 x 20 x " = 4800 kg

Wm = 76"4"0 kg

BEBAN *I+, :

- q atap = 100 kg&2

- ke)i/ien re(k/i = 0.'

Wh = 0.' x ! 48 x 20 x 100 $ = 28800 kg

Beban ttalWatap =Wm #Wh

= 76"4"0 # 28800= 7%42"0 kg

= 7%42."000 N

b. Berat lantai 8 ! /at eni/ (engan lantai 7 3 6 $

BEBAN MATI :

- plat = 48 x 20 x 0.12 x 2400 = 276480 kg

- balk = ! " x 48 # 7 x 20 $ x 0.40 x 0.8 x 2400 = 2%1840 kg

- kl& = 48 x 1." x 0.8 x 0.8 x 2400 = 110"%2 kg

- (in(ing = ! 2%2 x 1." x 0.1" x 1700 $ # ''660 = 14"'"0 kg

- pla)n( = 48 x 20 x " = 4800 kg

- /pe/i = 48 x 20 x 0.0' x 2200 = 6''60 kg- tegel = 48 x 20 x 24 = 2'040 kg

Wm = %1"462 kg

BEBAN *I+, :

- q lantai = 2"0 kg&2


Wh = 0.' x ! 48 x 20 x 2"0 $ = 72000.0 kg

Beban ttal W6 =Wm #Wh

= %1"462 # 72000

= %87462 kg

= %874.6200 N

. Berat lantai "

BEBAN MATI :

- plat = 48 x 20 x 0.12 x 2400 = 276480 kg

- balk = ! " x 48 # 7 x 20 $ x 0.40 x 0.8 x 2400 = 2%1840 kg

- kl& = 48 x '." x 0.8 x 0.8 x 2400 = 2"8048 kg

- (in(ing = ! 2%2 x '." x 0.1" x 1700 $ # ''660 = 2%4270 kg


2/15

- pla)n( = 48 x 20 x " = 4800 kg

- /pe/i = 48 x 20 x 0.0' x 2200 = 6''60 kg

- tegel = 48 x 20 x 24 = 2'040 kg

Wm = 12118'8 kg

BEBAN *I+, :

- q lantai = 2"0 kg&2- ke)i/ien re(k/i = 0.'

Wh = 0.' x ! 48 x 20 x 2"0 $ = 72000.0 kg

Beban ttal W5 =Wm #Wh

= 12118'8 # 72000

= 128'8'8 kg

= 128'8.'800N

(. Berat lantai 2 ! /at eni/ (engan lanati ' 3 4 $

BEBAN MATI :

- plat = 48 x 20 x 0.12 x 2400 = 276480 kg

- balk = ! " x 48 # 7 x 20 $ x 0.80 x 0.4 x 2400 = 2%1840 kg

- kl& = 48 x 4 x 0.8 x 0.8 x 2400 = 2%4%12 kg

- (in(ing = 2%2 x 4 x 0.1" x 1700 # 44880 = '42720 kg

- pla)n( = 48 x 20 x " = 4800 kg

- /pe/i = 48 x 20 x 0.0' x 2200 = 6''60 kg

- tegel = 48 x 20 x 24 = 2'040 kg

Wm = 12%71"2 kg

BEBAN *I+, :



Wh = 0.' x ! 48 x 20 x 2"0 $ = 72000.0 kgBeban ttal W2 =Wm #Wh

= 12%71"2 # 72000

= 1'6%1"2 kg

= 1'6%1."200N

e. Berat lantai 1

BEBAN MATI :

- plat = 48 x 20 x 0.12 x 2400 = 276480 kg

- balk = ! " x 48 # 7 x 20 $ x 0.80 x 0.4 x 2400 = 2%1840 kg

- kl& = 48 x " x 0.8 x 0.8 x 2400 = '68640 kg

- (in(ing = 2%2 x " x 0.1" x 1700 # 44880 = 417180 kg

- pla)n( = 48 x 20 x " = 4800 kg

- /pe/i = 48 x 20 x 0.0' x 2200 = 6''60 kg

- tegel = 48 x 20 x 24 = 2'040 kg

Wm = 144"'40 kg


3/15

BEBAN *I+, :



Wh = 0.' x ! 48 x 20 x 2"0 $ = 72000.0 kgBeban ttal W1 =Wm #Wh

= 144"'40 # 72000

= 1"17'40 kg

= 1"17'.4000N

). Berat lantai 25 '5 4 /a&a (an lantai 65 75 8 /a&a

Wt=W1 #W2 #W3 #W4 #W5 #W6 #W7 #W8 #Watap

= 1"17'.4000 # ! ' x 1'6%1."200 $ # 128'8.'800 # ! ' x %874.6200 $ # 7%42."000

= 1066"2.7 kg

= 1066."270 N


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5. Waktu Getar Alami ( T )

(engan r&/ e&piri/ :

* '4Tx = T = 0.06 x

* = 6 # ! 4 4 $ # ! 4 ' $

= '4 &

'4Tx = T = 0.06 x '4= 0.8448 (etik

6. Peta Wilayah Gempa dan !e"i#ien Gempa $a#ar ( % )

eta ilaa9 e&pa In(ne/ia

;e/pn/


8/15

ntk Tx = T = 0.8448 (etik5 >ne 4 (an eni/ tana9 lnak5 (iperle9 = 0.8"00

&. 'akt!r eutamaan ( )

- ?aktr eta&aan ! I $ li9at


9/15

2. 10.00 1'6%1."200 1'6%1".2000 10."664 2.6416 1.7611

1. 6.00 1"17'.4000 %1040.4000 7.0261 1.7"6" 1.1710

t = 1066."270 N

Wi.hi = 1'81%"7.4400 N.&

= 106.6"27 N


10/15

. Pu#at /a##a dan Pu#at ekakuan

Titik &a//a lantai atap

Na&a Ele&en Berat Bangnan

r(inat

N C D .x .

!kg$ !&$ !&$ !kg.&$ !kg.&$A. Beban Mati

1. elat atap 276480.0 24 10 66'""20 2764800

2. Balk ara9-x 184'20 24 10 442'680 184'200

Balk ara9- 21"040 24 10 "160%60 21"0400

'. l& 80640 24 10 1%'"'60 806400

4. +in(ing 12 bat

A/-A 0 0 10 0 0

A/- 0 48 10 0 0

A/-1 0 24 0 0 0

A/-" 76"0 24 20 18'600 1"'000

A/-(ala& %'''0 24 10 22'%%20 %'''00

". la)n( 4800 24 10 11"200 48000

B. Beban *i(p

1. elat atap 28800 24 10 6%1200 288000

8%1060.0 21'8"440 8%87100

Titik &a//a lantai 6 /( 8

Na&a Ele&en Berat Bangnan

r(inat

N C D .x .

!kg$ !&$ !&$ !kg.&$ !kg.&$A. Beban Mati

1. elat 276480.0 24 10 66'""20 2764800

2. Balk ara9-x 184'20 24 10 442'680 184'200

Balk ara9- 21"040 24 10 "160%60 21"0400

'. l& 110"%2 24 10 26"4208 110"%20

4. +in(ing 12 bat

A/-A 76"0 0 10 0 76"00

A/- 76"0 48 10 '67200 76"00

A/-1 18'60 24 0 440640 0

A/-" '6720 24 20 881280 7'4400A/-+ala& 186660 24 10 447%840 1866600

". la)n( 4800 24 10 11"200 48000

6.


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14/15

44000.0018

1700

0.0'6

4400

0.00072

1700

0.0'6

784 '6"8.6666667 0.00'6"%

'412." '412."0.0018

1700

%'2716.8 %606%7"28 0.0'6

784 0.0784 2'"%6.%4 ".6E#008 '412."

1.7E#00% 0.00072

1700

8716'1144087 0.0'6

%''611.88086

'412."

1000000


15/15

2444444.444 6.0E#012".%82E#012 244"812

47222.22222 2.2E#00% 668%81481"

6111111.111 '.7E#01'

'.7'"E#01' 61116"8

47222.22222 2.2E#00% 668%81481"

18%"8''.''' '.6E#012'.601E#012 18%7"%7

47222.22222 2.2E#00% 668%81481"

47'%"8'.''' 2.2E#01'

2.247E#01' 474028%

47222.22222 2.2E#00% 668%81481"

0.00'412" 0.02047" 0.''''''''' 0.27'"74

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