perencanaan balok portal.doc

7/27/2019 PERENCANAAN BALOK PORTAL.doc

1/29

PERENCANAAN BALOK INDUK PORTAL

Penentuan tebal plat ( Fy = 240 Mpa )

Diperoleh tebal plat atap = 12 cm dan tebal plat lantai 12 cm

Dimensi balok induk :

h = 6060010

1

10

1==L cm

b = 300 mm, h = 600 mm

Pembebanan Plat Lantai.

a) Beban hidup ( qL )

Berdasarkan PPIUG 1983, untuk pasar sebesar 250 kg/m2

b) Beban Mati ( qD )

Beban plat ( tebal 12 cm ) = 0.12 x 2400 = 288 kg/m2

Beban spesi = 0.02 x 2100 = 42 kg/m2

Beban keramik = 0.006 x 1700 = 10,2 kg/m2

Beban plafond + instalasi = 0,04 x 275 + 14 = 25 kg/m2

Beban Pasir ( tebal 3 cm ) = 0.05 x 1600 = 80 kg/m2 +

Total = 445,2 kg/m2

Pembebanan Plat Atap.

a. Beban hidup ( qL ) = 100 kg/m2

Berdasarkan SNI-03-1727-1989, Beban atap dan / bagian atap serta pada

struktur tulang (canopy) yang dapat dicapai atau dibebani orang, harus

diambil minimum sebesar 100 kg/m2 bidang diatas

b. Beban Mati ( qD )Beban plat ( tebal 12 cm ) = 0.12 x 2400 = 288 kg/m2

Beban spesi = 0.02 x 2100 = 42 kg/m2

Beban plafond + instalasi = 0,04 x 275 + 14 = 25 kg/m2

Berat tampungan air hujan = 0,05 x 1000 = 50 kg/m2

Total = 405 kg/m2


2/29

Penentuan lebar equivalent.

Untuk Trapesium

=

2

2431

6

1

xLy

LxLxLeq

Untuk segitiga

LxLeq =3

1

Plat Atap

500 500 500 400 500 500 500

1

1300 800 1300

3400

2 3 4 5 6 7 8

600

500

D

C

B

50 50

200

A

150

E

T1

T2

T3

T4T5

T6

T7

T8

T9T10

T11

T12

S1

S2

S3

S4

S5

S6

T13

Trapesium

2407,05.12

5.0435.0

6

11

2

=

=Leq m

7275,052

5.1435.1

6

12

2

=

=Leq m

7148,042

5.1435.1

6

13

2

=

=Leq m


3/29

8519,032

2432

6

14

2

=

=Leq m

3200,152

3433

6

15

2

=

=Leq m

2477,032

5.0435.0

6

16

2

=

=Leq m

1458,152

5.2435.2

6

17

2

=

=Leq m

2467,05.22

5.0435.0

6

18

2

=

=Leq m

2448,022

5.0435.0

6

19

2

=

=Leq m

9467,052

2432

6

110

2

=

=Leq m

0872,142

5.2435.2

6

111

2

=

=Leq m

9167,0

42

2432

6

112

2

=

=Leq m

2188,142

3433

6

113

2

=

=Leq m

Segitiga

5.05.13

1

3

11 === LxLeq m

1667.05.031

312 === LxLeq m

133

1

3

13 === LxLeq m

6667.023

1

3

14 === LxLeq m

8333.05.23

1

3

15 === LxLeq m


4/29

Plat Lantai

500 500 500 400 500 500 500

1

1300 800 1300

3400

2 3 4 5 6 7 8

600

500

D

C

B

50 50

200

A

150

E

T1

T2

T3

T4T5

T6

T7

T8

T9T10

T11

T12

S1

S2

S3

S4

S5

S6

Trapesium

2407,05.12

5.0

435.06

1

1

2

=

=Leq m

7275,052

5.1435.1

6

12

2

=

=Leq m

7148,042

5.1435.1

6

13

2

=

=Leq m

8519,032

2432

6

14

2

=

=Leq m

3200,152

3433

6

15

2

=

=Leq m

2477,032

5.0435.0

6

16

2

=

=Leq m

1458,152

5.2435.2

6

17

2

=

=Leq m


5/29

2467,05.22

5.0435.0

6

18

2

=

=Leq m

2448,022

5.0435.0

6

19

2

=

=Leq m

9467,052

2432

6

110

2

=

=Leq m

0872,142

5.2435.2

6

111

2

=

=Leq m

9167,042

2432

6

112

2

=

=Leq m

Segitiga

5.05.13

1

3

11 === LxLeq m

1667.05.03

1

3

12 === LxLeq m

133

1

3

13 === LxLeq m

6667.023

1

3

14 === LxLeq m

8333.05.23

1

3

15 === LxLeq m

Pembebanan Pelat Atap

Balok As D

500 500 500 400 500 500 500

1

1300 800 1300

3400

2 3 4 5 6 7 8

D

50 50

150

E

S2

T2 T2 T2 T2 T2 T2 T3

T5 T5 T5 T5S3S4S4

S3 T13

Pembebanan Elemen 0-1 = 8-9


6/29

Beban Mati (qD)

Beban sendiri balok = 0,3x( 0,6-0,12 )x2400 = 345,6 kg/m

Beban plat = 2x0,1667x405 = 135,03 kg/m +

= 480,63 kg/m

Beban hidup (qL) = 2x0,1667x100 = 33,34 kg/m

Reduksi qL = 0,8x33,34 = 26,67 kg/m

Beban Berfaktor

Q = 1,2 qD + 1,6 qL

= (1,2x 480,63) + (1,6x26,67)

= 619,43 kg/m

Pembebanan Elemen 1-2 = 2-3 = 6-7 = 7-8

Beban Mati (qD)


Beban plat = 0,7275x405 = 294,64 kg/m

=1,32x405 = 534,60 kg/m+

= 1174,84 kg/m

Beban hidup (qL) = 0,7275x100 = 72,75 kg/m

= 1,32x100 =132 kg/m +

= 204,75 kg/m

Reduksi qL = 0,8x204,75 = 163,80 kg/m

Beban Berfaktor

Q = 1,2 qD + 1,6 qL

= (1,2x 1174,84) + (1,6x163,80)

= 1671,89 kg/mPembebanan Elemen 3-3=5-6

Beban Mati (qD)


Beban plat = 0,7275x405 = 294,64 kg/m

= 1x405 = 405 kg/m+

= 1045,24 kg/m



7/29

= 1x100 = 100 kg/m +

= 172,75 kg/m

Reduksi qL = 0,8x172,75 = 138,20 kg/m

Beban Berfaktor

Q = 1,2 qD + 1,6 qL

= (1,2x1045,24) + (1,6x138,20)

= 1475,41 kg/m

Pembebanan Elemen 3-4=5-5

Beban Mati (qD)

Beban sendiri balok = 0,3x( 0,6-0,12 )x2400 = 345,6 kg/mBeban plat = 0,7275x405 = 294,64 kg/m

= 0,6667x405 = 270,01 kg/m+

= 910,25 kg/m


= 0,6667x100 = 66,67 kg/m +

= 139,42 kg/m

Reduksi qL = 0,8x139,42 = 111,54 kg/m

Beban Berfaktor

Q = 1,2 qD + 1,6 qL

= (1,2x910,25) + (1,6x111,54)

= 1270,76 kg/m

Pembebanan Elemen 4-5

Beban Mati (qD)


Beban plat = 0,7148x405 = 289,49 kg/m

=1,2188x405 = 493,61 kg/m+

= 1128,70 kg/m


= 1,2188x100 = 121,88 kg/m +

= 193,36 kg/m

Reduksi qL = 0,8x193,36 = 154,69 kg/m


8/29

Beban Berfaktor

Q = 1,2 qD + 1,6 qL

= (1,2x1128,7) + (1,6x154,69)

= 1601,94 kg/m

Balok As C

500 500 500 400 500 500 500

1

1300 800 1300

3400

2 3 4 5 6 7 8

C

T7 T11

T13T5 T5 T5 T5S3S3

S4S4

T7 T7 T7

Pembebanan Elemen 1-2=2-3=6-7=7-8

Beban Mati (qD)


Beban plat = 1,32x405 = 534,60 kg/m

=1,1458x405 = 464,05 kg/m+

= 1344,25 kg/m

Beban hidup (qL) = 1,32x100 = 132 kg/m

= 1,1458x100 = 114,58 kg/m +

= 246,58 kg/m

Reduksi qL = 0,8x246,58 = 197,26 kg/m

Beban Berfaktor

Q = 1,2 qD + 1,6 qL

= (1,2x1344,25) + (1,6x197,26)

= 1928,72 kg/m


Beban Mati (qD)



9/29

Beban plat = 1,1458x405 = 464,05 kg/m

= 1x405 = 405 kg/m+

= 1214,65 kg/m


= 1x100 = 100 kg/m +

= 214,58 kg/m

Reduksi qL = 0,8x214,58 = 171,66 kg/m

Beban Berfaktor

Q = 1,2 qD + 1,6 qL

= (1,2x1214,65) + (1,6x171,66)

= 1732,24 kg/m


Beban Mati (qD)


Beban plat = 1,1458x405 = 464,05 kg/m

= 0,6667x405 = 270,01 kg/m+

= 1079,66 kg/m


= 0,6667x100 = 66,67 kg/m +

= 181,25 kg/m

Reduksi qL = 0,8x181,25 = 145 kg/m

Beban Berfaktor

Q = 1,2 qD + 1,6 qL

= (1,2x1079,66) + (1,6x145)

= 1527,59 kg/m


Beban Mati (qD)


Beban plat = 1,0872x405 = 440,32 kg/m

= 1,2188x405 = 493,61 kg/m+


10/29

= 1279,53 kg/m


= 1,2188x100 = 121,88 kg/m +

= 230,60 kg/m

Reduksi qL = 0,8x230,60 = 184,48 kg/m

Beban Berfaktor

Q = 1,2 qD + 1,6 qL

= (1,2x1279,53) + (1,6x184,60)

= 1830,60 kg/m

Balok As B

B

500 500 500 400 500 500 500

1

1300 800 1300

3400

2 3 4 5 6 7 8

50 50

0 9

T10

T11

T12

T7

T10

T7

T10

T7

T10

T7

T10

T7

T10

T7

S2 S2

Pembebanan Elemen 0-1 = 8-9

Beban Mati (qD)


Beban plat = 2x0,1667x405 = 135,03 kg/m +

= 480,63 kg/m


Reduksi qL = 0,8x33,34 = 26,67 kg/m

Beban Berfaktor

Q = 1,2 qD + 1,6 qL

= (1,2x 480,63) + (1,6x26,67)

= 619,43 kg/m

Pembebanan Elemen 1-2=2-3=3-4=5-6=6-7=7-8

Beban Mati (qD)


Beban plat = 1,1458x405 = 464,05 kg/m


11/29

= 0,9467x405 = 383,41 kg/m+

= 1193,06 kg/m


= 0,9467x100 = 94,67 kg/m +

= 209,25 kg/m

Reduksi qL = 0,8x209,25 = 167,40 kg/m

Beban Berfaktor

Q = 1,2 qD + 1,6 qL

= (1,2x1193,06) + (1,6x167,40)

= 1699,51 kg/m


Beban Mati (qD)


Beban plat = 1,0872x405 = 440,32 kg/m

= 0,9167x405 = 371,26 kg/m+

= 1157,18 kg/m


= 0,9167x100 = 91,67 kg/m +

= 200,39 kg/m

Reduksi qL = 0,8x200,39 = 160,31 kg/m

Beban Berfaktor

Q = 1,2 qD + 1,6 qL

= (1,2x1157,18) + (1,6x160,31)

= 1645,11 kg/m

Balok As 1 = As 8

1

600 500

D C B

50

200

A

150

E

T1 T6 T8 T9

S1

S3 S3S5 S5

S4


12/29

Pembebanan Elemen E-D

Beban Mati (qD)


Beban plat = 0,5x405 = 202,50 kg/m

= 0,2407x405 = 97,48 kg/m+

= 645,58 kg/m

Beban hidup (qL) = 0,5x100 = 50 kg/m

= 0,2407x100 = 24,07 kg/m +

= 74,07 kg/m

Reduksi qL = 0,8x74,07 = 59,26 kg/m

Beban Berfaktor

Q = 1,2 qD + 1,6 qL

= (1,2x645,58) + (1,6x59,26)

= 869,51 kg/m

Pembebanan Elemen D-D

Beban Mati (qD)


Beban plat = 1x405 = 405 kg/m

= 0,2477x405 = 100,32 kg/m+

= 850,92 kg/m

Beban hidup (qL) = 1x100 = 100 kg/m

= 0,2477x100 = 24,77 kg/m +

= 124,77 kg/m

Reduksi qL = 0,8x124,77 = 99,82 kg/m

Beban Berfaktor

Q = 1,2 qD + 1,6 qL

= (1,2x850,92) + (1,6x99,82)

= 1180,81 kg/m

Pembebanan Elemen D-C

Beban Mati (qD)



13/29

Beban plat = 1x405 = 405 kg/m +

= 750,60 kg/m


Reduksi qL = 0,8x100 = 80 kg/m

Beban Berfaktor

Q = 1,2 qD + 1,6 qL

= (1,2x750,60) + (1,6x80)

= 1028,72 kg/m

Pembebanan Elemen C-C

Beban Mati (qD)


Beban plat = 0,8333x405 = 337,49 kg/m +

= 683,09 kg/m


Reduksi qL = 0,8x83,33 = 66,66 kg/m

Beban Berfaktor

Q = 1,2 qD + 1,6 qL

= (1,2x683,09) + (1,6x66,66)

= 926,37 kg/m

Pembebanan Elemen C-B

Beban Mati (qD)


Beban plat = 0,8333x405 = 337,49 kg/m

= 0,2467x405 = 99,91 kg/m+

= 783 kg/m


= 0,2467x100 = 24,67 kg/m +

= 108 kg/m

Reduksi qL = 0,8x108 = 86,40 kg/m

Beban Berfaktor

Q = 1,2 qD + 1,6 qL

= (1,2x783) + (1,6x86,40)


14/29

= 1077,84 kg/m

Pembebanan Elemen B-A

Beban Mati (qD)


Beban plat = 0,6667x405 = 270,01 kg/m

= 0,2448x405 = 99,14 kg/m+

= 714,75 kg/m


= 0,2448x100 = 24,48 kg/m +

= 91,15 kg/m

Reduksi qL = 0,8x91,15 = 72,92 kg/m

Beban Berfaktor

Q = 1,2 qD + 1,6 qL

= (1,2x714,75) + (1,6x72,92)

= 974,37 kg/m

Balok As 2 = As 3 = As 6 = As 7

2

600 500

D C B

200

A

150

ED' C'

S1

S3 S3S5 S5 S4


Beban Mati (qD)Beban sendiri balok = 0,3x( 0,6-0,12 )x2400 = 345,6 kg/m

Beban plat = 2x0,5x405 = 405 kg/m +

= 750,60 kg/m

Beban hidup (qL) = 2x0,5x100 = 100 kg/m


Beban Berfaktor

Q = 1,2 qD + 1,6 qL


15/29

= (1,2x750,60) + (1,6x80)

= 1028,72 kg/m


Beban Mati (qD)


Beban plat = 2x1x405 = 810 kg/m +

= 1155,60 kg/m

Beban hidup (qL) = 2x1x100 = 200 kg/m


Beban Berfaktor

Q = 1,2 qD + 1,6 qL

= (1,2x1155,60) + (1,6x160)

= 1642,72 kg/m


Beban Mati (qD)


Beban plat = 2x1x405 = 810 kg/m +

= 1155,60 kg/m

Beban hidup (qL) = 2x1x100 = 200 kg/m


Beban Berfaktor

Q = 1,2 qD + 1,6 qL

= (1,2x1155,60) + (1,6x160)

= 1642,72 kg/m


Beban Mati (qD)


Beban plat = 2x0,8333x405 = 674,97 kg/m +

= 1020,57 kg/m



16/29

Reduksi qL = 0,8x166,66 = 133,33 kg/m

Beban Berfaktor

Q = 1,2 qD + 1,6 qL

= (1,2x1020,57) + (1,6x133,33)

= 1438,01 kg/m


Beban Mati (qD)


Beban plat = 2x0,8333x405 = 674,97 kg/m +

= 1020,57 kg/m


Reduksi qL = 0,8x166,66 = 133,33 kg/m

Beban Berfaktor

Q = 1,2 qD + 1,6 qL

= (1,2x1020,57) + (1,6x133,33)

= 1438,01 kg/m


Beban Mati (qD)


Beban plat = 2x0,6667x405 = 540,03 kg/m +

= 885,63 kg/m


Reduksi qL = 0,8x133,34 = 106,67 kg/m

Beban Berfaktor

Q = 1,2 qD + 1,6 qL

= (1,2x885,63) + (1,6x106,67)

= 1233,43 kg/m

Balok As 4 = As 5


17/29

4

600 500

D C B

200

A

150

ED' C'

T4 T4

S1

S3 S3S5 S5

S4


Beban Mati (qD)


Beban plat = 2x0,5x405 = 405 kg/m +

= 750,60 kg/m

Beban hidup (qL) = 2x0,5x100 = 100 kg/m


Beban Berfaktor

Q = 1,2 qD + 1,6 qL

= (1,2x750,60) + (1,6x80)

= 1028,72 kg/m


Beban Mati (qD)



=0,8519x405 = 345,02 kg/m+

= 1095,62 kg/m


=0,8519x100 = 85,19 kg/m+

= 185,19 kg/m

Reduksi qL = 0,8x185,19 = 148,15 kg/m

Beban Berfaktor

Q = 1,2 qD + 1,6 qL

= (1,2x1095,62) + (1,6x148,15)

= 1551,79 kg/m



18/29

Beban Mati (qD)



=0,8519x405 = 345,02 kg/m+

= 1095,62 kg/m


=0,8519x100 = 85,19 kg/m+

= 185,19 kg/m

Reduksi qL = 0,8x185,19 = 148,15 kg/m

Beban Berfaktor

Q = 1,2 qD + 1,6 qL

= (1,2x1095,62) + (1,6x148,15)

= 1551,79 kg/m


Beban Mati (qD)


Beban plat = 2x0,8333x405 = 674,97 kg/m +

= 1020,57 kg/m


Reduksi qL = 0,8x166,66 = 133,33 kg/m

Beban Berfaktor

Q = 1,2 qD + 1,6 qL

= (1,2x1020,57) + (1,6x133,33)

= 1438,01 kg/m


Beban Mati (qD)


Beban plat = 2x0,8333x405 = 674,97 kg/m +

= 1020,57 kg/m


Reduksi qL = 0,8x166,66 = 133,33 kg/m


19/29

Beban Berfaktor

Q = 1,2 qD + 1,6 qL

= (1,2x1020,57) + (1,6x133,33)

= 1438,01 kg/m


Beban Mati (qD)


Beban plat = 2x0,6667x405 = 540,03 kg/m +

= 885,63 kg/m


Reduksi qL = 0,8x133,34 = 106,67 kg/m

Beban Berfaktor

Q = 1,2 qD + 1,6 qL

= (1,2x885,63) + (1,6x106,67)

= 1233,43 kg/m


20/29

4.00

4.00

2.00

3.003.00

Q1 Q2 Q1

Q3

Q4

Rekapitulasi Pembebanan Portal As A

Beban Mati

(D)

Beban Hidup

(L)

Beban Air Hujan

(R)

Q1 912 kg/m 100 kg/m 50 kg/m

Q2 917,9492 kg/m 146,06 kg/m 73,03 kg/m

Q3 1780,7088 kg/m 240,15 kg/m -

Q4 1260 kg/m - -

P1 3733,2635 kg 316,625 kg -

P2 3245,027 kg 358,25 kg -

P3 3135,576 kg 260,3125 kg -

P4 2614,152 kg 520,625 kg -

P5 1536 kg - -


21/29

Tulangan Lentur daerah lapangan

Dari perhitungan SAP 2000 diperoleh Mu = 7,5017 ton.m

Mu = 7,5017 ton.m = 7,5017.107 Nmm

b = 300 mm

h = 600 mm

fc = 20 Mpa

fy = 240 Mpa

p = 40 mm

tulangan = 16 mm

sengkang = 10 mm

Asumsi 1 Lapis Tulangan

d = 600-40-10-(1/2. 16 ) = 542 mm

d = 40+10+(1/2.16 ) = 58 mm

036,0400600

600

240

85,0.20.85,0=

+=b

027,0036,0.75,0max ==

0035,0400

4,1min ==

7

7

10.3771,98,0

10.5017,7===

MuMn Nmm

0640,1542.300

10.3771,9

.2

7

2===

db

MnRn N/mm2

5294,23

20.85,0

400

'85,0

===

cf

fym

0027,0400

0640,15294,23211

5294,23

1=

=

max tulangan tunggal

min dipakai min = 0,0035


22/29

As = min. b.d

= 0,0035 x 300 x 542

= 567,525 mm2

383,21641

1,5692

=

=

n buah tulangan

Dipakai tulangan 3D16

Susunan penempatan tulangan

P = 40 mm

Jarak bersih antar tulangan ( Sn ) = 30 mm

5

164021023003030

1

22

=

n

nn

n

tulnpskgbSn

Jadi, untuk 1 lapis max ada 5 buah tulangan.

Sketsa tulangan

300

600

316

216

POT II - II

10-250


23/29

Tulangan Lentur daerah Tumpuan

Dari perhitungan SAP 2000 diperoleh Mu = 5,3720 ton.m

Mu = 5,3720 ton.m = 5,3720.107 Nmm

b = 300 mm

h = 600 mm

fc = 20 Mpa

fy = 240 Mpa

p = 40 mm

tulangan = 16 mm

sengkang = 10 mm

Asumsi 1 Lapis Tulangan

d = 600-40-10-(1/2. 16 ) = 542 mm

d = 40+10+(1/2.16 ) = 58 mm

036,0400600

600

240

85,0.20.85,0 =

+=b

027,0036,0.75,0max ==

0035,0400

4,1min ==

7

7

10.715,68,0

10.3720,5===

MuMn Nmm

7619,0542.300

10.715,6

.2

7

2===

db

MnRn N/mm2

5294,2320.85,0

400

'85,0===

cf

fym

0019,0400

7619,05294,23211

5294,23

1=

=

max tulangan tunggal


24/29

min dipakai min = 0,0035

As = min. b.d

= 0,0035 x 300 x 542

= 567,525 mm2

383,21641

1,5692

=

=

n buah tulangan

Dipakai tulangan 3D16

Susunan penempatan tulangan

P = 40 mm

Jarak bersih antar tulangan ( Sn ) = 30 mm

5

164021023003030

1

22

=

n

nn

n

tulnpskgbSn

Jadi, untuk 1 lapis max ada 5 buah tulangan.

Sketsa tulangan

.


25/29

300

600

316

216

POT I - I

10-250

Perencanaan Tulangan Geser.

Bentang 1,5 m


26/29

Vu = 1,92 ton = 1,92.104 N

Bw = 300 mm , d = 542 mm

Lebar tumpuan = 400 mm

fc = 20 Mpa , fy = 240 Mpa

Vu,k = ton972,01500

5,75992,1=

tonVc

dbwcfVc

2716,7542300206

16,0

'6

1

==

=

VckVu5,0,

perencanaan balok portal.doc

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