1 perhitungan-balok

93

100 300 400 400 200 100

200

500

500

400

400

100

200

200

250

500

400

500

200

400 400 300 100 200200

VOID

VOID

A

B

C

D

1

A

B

B'

C

D

E

F

F'

2 2' 3 4 5 5' 6

1 2 3 4 5 5' 64'

250

2100

E

F

F'

A

B

C

D

E'

3.2.3. Perhitungan Balok

Data yang ada :

Mutu Beton ( f’c ) = 20 Mpa

Mutu Baja ( f’y ) = 400 Mpa (ulir)

Berat Dinding = 2,5 kN/m2

Berat Jenis Beton = 2400 kg/m3

WL = 2 kN/m2 , 3 kN/m2

Penutup = 1 kN/m2

Tinggi dinding = 4 m

94

200 500 400 500 250 250

A B C D E E' F

+

BALOK AS - 3

Dimensi Balok

Diambil bentang terpanjang yaitu 5 m

h = 12

1 =

12

1 . 500 = 41,66 ~ 40 cm

b = 3

2h =

3

2 . 40 = 26,6 ~ 25 cm

Diambil dimensi balok = 25/40

1. BALOK AS 3 ( A-B)

1. Beban yang bekerja pada plat lantai

Beban mati(WD)

– B.s. plat = 0,12 . 2400 . 1 . 10 = 2880 N/m = 2,88 kN/m

– Finishing =100 . 1 . 10 = 1000 N/m = 1,00 kN/m

– WD TOTAL = 3,88 kN/m

Beban hidup (WL)

– WL untuk balkon = 300 . 1 . 10 = 3,00 kN/m

Beban Ultimate (WU) =1,2 (WD)+1,6(WL)

=1,2 (3,88)+1,6(3)

=9,456 kN/m

95

+

2. Pembebanan BALOK A-B

Beban mati(WD)

– q ekuivalen plat beban segitiga

=3

1.WU plat . lx

= 3

1 . 9,456 . 2 = 6,304 kN/m

– Berat sendiri Balok

= b . h . 24 kN/m2

= 0,25 . 0,4 . 24 kN/2 = 2,400 kN/m

– Tembok t=1m

2,5 kN/m2 . 1 = 2,500 kN/m

q AB = 11,204 kN/m

3. Menghitung Momen

MtA = 16

1 . q . l2

= 16

1 . 11,204 . 22

= 2,801 kNm

MlAB = 14

1 . q . l 2

= 14

1 . 11,204 . 22

= 3,201 kNm

96

MtB = 10

1 . q . l2

= 10

1 . 11,204 . 22

= 4,482 kNm

4. Menghitung luas tulangan perlu

Tinggi balok ( h ) = 400 mm

Selimut beton (p) = 40 mm (tabel 3)

Perkiraan diameter utama = Ø 12 mm

Perkiraan diameter sengkang = Ø 8 mm

d = h – p – Ø sengkang – ½ Ø utama

= 400 – 40 – 8 – 6

= 346 mm = 0,346 m

5. Mencari tulangan

>> MtA = 2,801 KNm

22 346,025,0

801,2

db

Mu= 93,588 KN/m2

interpolasi < min (0,0017)

Dipakai min 0,0017

ASTA = . b . d

= 0,0017 . 250 . 346

= 147,05 mm2

97

>> MlAB = 3,021 KNm

22 346,025,0

021,3

db

Mu= 106,953 KN/m2

interpolasi < min (0,0017)

Dipakai min 0,0017

ASlAB = . b . d

= 0,0017 . 250 . 346

= 147,05 mm2

>> MtB = 4,482 KNm

22 346,025,0

482,4

db

Mu= 149,754 KN/m2

interpolasi < min (0,0017)

Dipakai min 0,0017

ASlAB = . b . d

= 0,0017 . 250 . 346

= 147,05 mm2

6. Pilih Tulangan

AS A = 2 D 16 (402 mm2)

AS A-B = 2 D 16 (402 mm2)

AS B = 2 D 16 (402 mm2)

98

+

2. BALOK AS 3 (B-C)

1. Beban yang bekerja pada plat lantai

Beban mati(WD)

– B.s. plat = 0,12 . 2400 . 1 . 10 = 2880 N/m = 2,88 kN/m

– Finishing =100 . 1 . 10 = 1000 N/m = 1,00 kN/m

– WD TOTAL = 3,88 kN/m

Beban hidup (WL)

– WL untuk balkon = 200 . 1 . 10 = 2,00 kN/m

Beban Ultimate (WU) =1,2 (WD)+1,6(WL)

=1,2 (3,88)+1,6(2)

=7,856 kN/m

2. Pembebanan BALOK B-C

Beban mati(WD)

– q ekuivalen plat beban segitiga

=3

1.WU plat . lx. 1

= 3

1 . 7,856 . 2,5 . 1 = 6,546 kN/m

– Berat sendiri Balok

= b . h . 24 kN/m2

= 0,25 . 0,4 . 24 kN/2 = 2,400 kN/m

99

+

– Tembok t=4m

2,5 kN/m2 . 4 = 10,000 kN/m

– Pembebanan P (diratakan)

> q ekuivalen plat trapesium

= 6

1. WU . lx . (3-(

ly

lx)2)

= 6

1. 7,856 . 2,5 . (3-(

4

5,2)2)

= 17,083 kN/m

>bs balok anak

=0,2 . 0,3 . 24

=1,44 kN/m

>q total = 17,083 kN/m + 1,44 kN/m

= 18,523 kN/m

>beban terpusat

=q . l = 18,523 . 4 m = 74,092 Kn

>dibagi di 2 tumpuan, tiap tumpuan menerima:

=74,092 : 2 = 37,046 kN

Diasumsikan diratakan di balok B-C

37,046 : 5 = 7,409 kN/m = 7,409 kN/m

qBC = 26,355 kN/m

100

3. Menghitung Momen

MtB = 10

1 . q . l2

= 10

1 . 26,355 . 52

= 65,887 kNm

MlBC = 16

1 . q . l 2

= 16

1 . 26,355 . 52

= 41,719 kNm

MtC = 11

1 . q . l2

= 11

1 . 26,355 . 52

= 59,897 kNm

4. Menghitung luas tulangan perlu

Tinggi balok ( h ) = 400 mm

Selimut beton (p) = 40 mm (tabel 3)

Perkiraan diameter utama = Ø 12 mm

Perkiraan diameter sengkang = Ø 8 mm

d = h – p – Ø sengkang – ½ Ø utama

= 400 – 40 – 8 – 6

= 346 mm = 0,346 m

101

5. Mencari tulangan

>> MtB = 65,887 KNm

22 346,025,0

65,887

db

Mu= 2201,44 KN/m2

interpolasi = 22002300

22002201

=

0075,00079,0

0075,0

= 0,0004 = 100 x – 0,75

= 0,0075

interpolasi > min (0,0017)

Dipakai interpolasi 0,0075

ASTB = . b . d

= 0,0075 . 250 . 346

= 648,7 mm2

>> MlBC = 41,719 KNm

22 346,025,0

41,719

db

Mu= 1375,88 KN/m2

interpolasi = 13001400

13001376

=

0043,00046,0

0043,0

= 0,0228 = 100 x – 0,43

= 0,0045

interpolasi > min (0,0017)

Dipakai interpolasi 0,0045

102

ASlBC = . b . d

= 0,0045 . 250 . 346

= 389,25 mm2

>> MtC = 59,897 KNm

22 346,025,0

59,897

db

Mu= 2001 KN/m2

interpolasi = 20002100

20002001

=

0068,00072,0

0068,0

= 0,0004 = 100 x – 0,68

= 0,0068

interpolasi > min (0,0017)

Dipakai min 0,0068

AStC = . b . d

= 0,0068 . 250 . 346

= 588,2mm2

6. Pilih Tulangan

AS B = 4 D 16 (804 mm2)

AS B-C = 2 D 16 (402 mm2)

AS C = 3 D 16 (603 mm2)

103

+

3. BALOK AS 3 (C-D)

1. Beban yang bekerja pada plat lantai

Beban mati(WD)

– B.s. plat = 0,12 . 2400 . 1 . 10 = 2880 N/m = 2,88 kN/m

– Finishing =100 . 1 . 10 = 1000 N/m = 1,00 kN/m

– WD TOTAL = 3,88 kN/m

Beban hidup (WL)

– WL untuk balkon = 200 . 1 . 10 = 2,00 kN/m

Beban Ultimate (WU) =1,2 (WD)+1,6(WL)

=1,2 (3,88)+1,6(2)

=7,856 kN/m

2. Pembebanan BALOK B-C

Beban mati(WD)

– q ekuivalen plat beban segitiga

=3

1.WU plat . lx. 2

= 3

1 . 7,856 . 2 . 2 = 10,501 kN/m

– Berat sendiri Balok

= b . h . 24 kN/m2

= 0,25 . 0,4 . 24 kN/2 = 2,400 kN/m

104

+

– Tembok t=4m

2,5 kN/m2 . 4 = 10,000 kN/m

– Pembebanan P (diratakan)

> q ekuivalen plat trapesium

= 6

1. WU . lx . (3-(

ly

lx)2)

= 6

1. 7,856 . 2 . (3-(

4

2)2)

= 7,201 kN/m x 4

= 28,805 kN/m

>bs balok anak

=0,2 . 0,3 . 24 . 2

=2,88 kN/m

>q total = 28,805 kN/m + 2,88 kN/m

= 31,685 kN/m

>beban terpusat

=q . l = 31,685 . 4 m = 126,623 kN

Diasumsikan diratakan di balok C-D

126,623 : 4 = 31,658 kN/m = 31,658 kN/m

qBC = 54,559 kN/m

105

3. Menghitung Momen

MtC = 11

1 . q . l2

= 11

1 . 54,559 . 42

= 79,358 kNm

MlCD = 16

1 . q . l 2

= 16

1 . 54,559 . 42

= 54,559 kNm

MtD =11

1 . q . l2

= 11

1 . 54,559 . 42

= 79,358 kNm

4. Menghitung luas tulangan perlu

Tinggi balok ( h ) = 400 mm

Selimut beton (p) = 40 mm (tabel 3)

Perkiraan diameter utama = Ø 12 mm

Perkiraan diameter sengkang = Ø 8 mm

d = h – p – Ø sengkang – ½ Ø utama

= 400 – 40 – 8 – 6

= 346 mm = 0,346 m

106

5. Mencari tulangan

>> MtC = 79,358 KNm

22 346,025,0

79,358

db

Mu= 2651,54 KN/m2

interpolasi = 26002700

26002651

=

0091,00095,0

0091,0

= 0,0204 = 100 x – 0,91

= 0,0093

interpolasi > min (0,0017)

Dipakai interpolasi 0,0093

ASTC = . b . d

= 0,0093 . 250 . 346

= 804 mm2

>> MlCD = 54,559 KNm

22 346,025,0

54,559

db

Mu= 1822,94 KN/m2

interpolasi = 18001900

18001822

=

0061,00064,0

0061,0

= 0,0066 = 100 x – 0,61

= 0,0062

interpolasi > min (0,0017)

Dipakai interpolasi 0,0062

107

ASlCD = . b . d

= 0,0062 . 250 . 346

= 536,3 mm2

>> MtD = 79,358 KNm

22 346,025,0

79,358

db

Mu= 2651,54 KN/m2

interpolasi = 26002700

26002651

=

0091,00095,0

0091,0

= 0,0204 = 100 x – 0,91

= 0,0093

interpolasi > min (0,0017)

Dipakai interpolasi 0,0093

ASTD = . b . d

= 0,0093 . 250 . 346

= 804 mm2

6. Pilih Tulangan

AS C = 4 D 16 (804 mm2)

AS C-D = 3 D 16 (603 mm2)

AS D = 4 D 16 (804 mm2)

108

+

4. BALOK AS 3 (D-E)

1. Beban yang bekerja pada plat lantai

Beban mati(WD)

– B.s. plat = 0,12 . 2400 . 1 . 10 = 2880 N/m = 2,88 kN/m

– Finishing =100 . 1 . 10 = 1000 N/m = 1,00 kN/m

– WD TOTAL = 3,88 kN/m

Beban hidup (WL)

– WL untuk balkon = 200 . 1 . 10 = 2,00 kN/m

Beban Ultimate (WU) =1,2 (WD)+1,6(WL)

=1,2 (3,88)+1,6(2)

=7,856 kN/m

2. Pembebanan BALOK D-E

Beban mati(WD)

– q ekuivalen plat beban segitiga

=3

1.WU plat . lx. 1

= 3

1 . 7,856 . 2,5 . 1 = 6,546 kN/m

– Berat sendiri Balok

= b . h . 24 kN/m2

= 0,25 . 0,4 . 24 kN/2 = 2,400 kN/m

109

+

– Tembok t=4m

2,5 kN/m2 . 4 = 10,000 kN/m

– Pembebanan P (diratakan)

> q ekuivalen plat trapesium

= 6

1. WU . lx . (3-(

ly

lx)2)

= 6

1. 7,856 . 2,5 . (3-(

4

5,2)2)

= 17,083 kN/m

>bs balok anak

=0,2 . 0,3 . 24

=1,44 kN/m

>q total = 17,083 kN/m + 1,44 kN/m

= 18,523 kN/m

>beban terpusat

=q . l = 18,523 . 4 m = 74,092 kN

>dibagi di 2 tumpuan, tiap tumpuan menerima:

=74,092 : 2 = 37,046 kN

Diasumsikan diratakan di balok D-E

37,046 : 5 = 7,409 kN/m = 7,409 kN/m

qDE = 26,355 kN/m

110

3. Menghitung Momen

MtD = 11

1 . q . l2

= 11

1 . 26,355 . 52

= 59,897 kNm

MlDE = 16

1 . q . l 2

= 16

1 . 26,355 . 52

= 41,719 kNm

MtE = 11

1 . q . l2

= 11

1 . 26,355 . 52

= 59,897 kNm

4. Menghitung luas tulangan perlu

Tinggi balok ( h ) = 400 mm

Selimut beton (p) = 40 mm (tabel 3)

Perkiraan diameter utama = Ø 12 mm

Perkiraan diameter sengkang = Ø 8 mm

d = h – p – Ø sengkang – ½ Ø utama

= 400 – 40 – 8 – 6

= 346 mm = 0,346 m

111

5. Mencari tulangan

>> MtD = 59,897 KNm

22 346,025,0

59,897

db

Mu= 2001,3 KN/m2

interpolasi = 20002100

20002001

=

0068,00072,0

0068,0

= 0,0004 = 100 x – 0,68

= 0,0068

interpolasi > min (0,0017)

Dipakai interpolasi 0,0068

ASTD = . b . d

= 0,0068 . 250 . 346

= 588,2 mm2

>> MlDE = 41,719 KNm

22 346,025,0

41,719

db

Mu= 1375,88 KN/m2

interpolasi = 13001400

13001376

=

0043,00046,0

0043,0

= 0,0228 = 100 x – 0,43

= 0,0045

interpolasi > min (0,0017)

Dipakai interpolasi 0,0045

112

ASlDE = . b . d

= 0,0045 . 250 . 346

= 389,25 mm2

>> MtE = 59,897 KNm

22 346,025,0

59,897

db

Mu= 2001,3 KN/m2

interpolasi = 20002100

20002001

=

0068,00072,0

0068,0

= 0,0004 = 100 x – 0,68

= 0,0068

interpolasi > min (0,0017)

Dipakai interpolasi 0,0068

ASTE = . b . d

= 0,0068 . 250 . 346

= 588,2 mm2

6. Pilih Tulangan

AS D = 3 D 16 (603 mm2)

AS D-E = 2 D 16 (402 mm2)

AS E = 3 D 16 (603 mm2)

113

+

5. BALOK AS 3 ( E-E’)

1. Beban yang bekerja pada plat lantai

Beban mati(WD)

– B.s. plat = 0,12 . 2400 . 1 . 10 = 2880 N/m = 2,88 kN/m

– Finishing =100 . 1 . 10 = 1000 N/m = 1,00 kN/m

– WD TOTAL = 3,88 kN/m

Beban hidup (WL)

– WL untuk balkon = 200 . 1 . 10 = 2,00 kN/m

Beban Ultimate (WU) =1,2 (WD)+1,6(WL)

=1,2 (3,88)+1,6(2)

=7,856 kN/m

2. Pembebanan BALOK A-B

Beban mati(WD)

– q ekuivalen plat beban segitiga

=3

1.WU plat . lx

= 3

1 . 7,856 . 2,5 . 2 = 13,093 kN/m

– Berat sendiri Balok

= b . h . 24 kN/m2

= 0,25 . 0,4 . 24 kN/2 = 2,400 kN/m

114

+

– Tembok t=4m

2,5 kN/m2 . 4 = 10,000 kN/m

q EE’ = 25,493 kN/m

3. Menghitung Momen

MtE = 11

1 . q . l2

= 11

1 . 25,493 . 2,52

= 14,484 kNm

MlEE’ = 16

1 . q . l 2

= 16

1 . 25,493 . 2,52

= 9,958 kNm

MtE’ = 10

1 . q . l2

= 10

1 . 25,493 . 2,52

= 15,933 kNm

4. Menghitung luas tulangan perlu

Tinggi balok ( h ) = 400 mm

Selimut beton (p) = 40 mm (tabel 3)

Perkiraan diameter utama = Ø 12 mm

Perkiraan diameter sengkang = Ø 8 mm

115

d = h – p – Ø sengkang – ½ Ø utama

= 400 – 40 – 8 – 6

= 346 mm = 0,346 m

5. Mencari tulangan

>> MtE = 14,484 KNm

22 346,025,0

14,484

db

Mu= 467,77 KN/m2

interpolasi < min (0,0017)

Dipakai min 0,0017

ASTE = . b . d

= 0,0017 . 250 . 346

= 147,05 mm2

>> MlEE’ = 9,958 KNm

22 346,025,0

9,958

db

Mu= 332,720 KN/m2

interpolasi < min (0,0017)

Dipakai min 0,0017

AslEE’ = . b . d

= 0,0017 . 250 . 346

= 147,05 mm2

116

+

>> MtE’ = 15,933 KNm

22 346,025,0

15,933

db

Mu= 532,359 KN/m2

interpolasi < min (0,0017)

Dipakai min 0,0017

AstE’ = . b . d

= 0,0017 . 250 . 346

= 147,05 mm2

6. Pilih Tulangan

ASE = 2 D 16 (402 mm2)

AS E-E’ = 2 D 16 (402 mm2)

AS E’ = 2 D 16 (402 mm2)

6. BALOK AS 3 ( E’-F)

1. Beban yang bekerja pada plat lantai

Beban mati(WD)

– B.s. plat = 0,12 . 2400 . 1 . 10 = 2880 N/m = 2,88 kN/m

– Finishing =100 . 1 . 10 = 1000 N/m = 1,00 kN/m

– WD TOTAL = 3,88 kN/m

117

+

Beban hidup (WL)

– WL untuk balkon = 200 . 1 . 10 = 2,00 kN/m

Beban Ultimate (WU) =1,2 (WD)+1,6(WL)

=1,2 (3,88)+1,6(2)

=7,856 kN/m

2. Pembebanan BALOK A-B

Beban mati(WD)

– q ekuivalen plat beban segitiga

=3

1.WU plat . lx

= 3

1 . 7,856 . 2,5 . 2 = 13,093 kN/m

– Berat sendiri Balok

= b . h . 24 kN/m2

= 0,25 . 0,4 . 24 kN/2 = 2,400 kN/m

– Tembok t=4m

2,5 kN/m2 . 4 = 10,000 kN/m

q E’F = 25,493 kN/m

118

3. Menghitung Momen

MtE’ = 10

1 . q . l2

= 10

1 . 25,493 . 2,52

= 15,933 kNm

MlE’F = 14

1 . q . l 2

= 14

1 . 25,493 . 2,52

= 11,380 kNm

MtF = 16

1 . q . l2

= 16

1 . 25,493 . 2,52

= 9,958 kNm

4. Menghitung luas tulangan perlu

Tinggi balok ( h ) = 400 mm

Selimut beton (p) = 40 mm (tabel 3)

Perkiraan diameter utama = Ø 12 mm

Perkiraan diameter sengkang = Ø 8 mm

d = h – p – Ø sengkang – ½ Ø utama

= 400 – 40 – 8 – 6

= 346 mm = 0,346 m

119

5. Mencari tulangan

>> MtE’ = 15,933 KNm

22 346,025,0

15,933

db

Mu= 532,359 KN/m2

interpolasi < min (0,0017)

Dipakai min 0,0017

ASTE’ = . b . d

= 0,0017 . 250 . 346

= 147,05 mm2

>> MlE’F = 11,380 KNm

22 346,025,0

11,380

db

Mu= 380,323 KN/m2

interpolasi < min (0,0017)

Dipakai min 0,0017

AslE’F = . b . d

= 0,0017 . 250 . 346

= 147,05 mm2

>> MtF = 9,958 KNm

22 346,025,0

9,958

db

Mu= 332,720 KN/m2

interpolasi < min (0,0017)

Dipakai min 0,0017

120

AstF = . b . d

= 0,0017 . 250 . 346

= 147,05 mm2

6. Pilih Tulangan

ASE = 2 D 16 (402 mm2)

AS E-E’ = 2 D 16 (402 mm2)

AS E’ = 2 D 16 (402 mm2)

121

200 400 400 300 100 200

1 2 3 4 5'54'

+

BALOK AS-F

Dimensi Balok

Diambil bentang terpanjang yaitu 4 m

h = 12

1 =

12

1 . 400 = 33,3 ~ 35 cm

b = 3

2h =

3

2 . 35 = 23,3 ~ 20 cm

Diambil dimensi balok = 20/35

1. BALOK AS F ( 1-2)

1. Beban yang bekerja pada plat lantai

Beban mati(WD)

– B.s. plat = 0,12 . 2400 . 1 . 10 = 2880 N/m = 2,88 kN/m

– Finishing =100 . 1 . 10 = 1000 N/m = 1,00 kN/m

– WD TOTAL = 3,88 kN/m

Beban hidup (WL)

– WL untuk balkon = 300 . 1 . 10 = 3,00 kN/m

122

+

Beban Ultimate (WU) =1,2 (WD)+1,6(WL)

=1,2 (3,88)+1,6(3)

=9,456 kN/m

2. Pembebanan BALOK 1-2

Beban mati(WD)

– q ekuivalen plat beban segitiga

=3

1.WU plat . lx

= 3

1 . 9,456 . 2 = 6,304 kN/m

– Berat sendiri Balok

= b . h . 24 kN/m2

= 0,2 . 0,35 . 24 kN/m2 = 1,680 kN/m

– Tembok t=1m

2,5 kN/m2 . 1 = 2,500 kN/m

q 1-2 = 10,484 kN/m

3. Menghitung Momen

Mt1 = 16

1 . q . l2

= 16

1 . 10,484 . 22

= 2,621 kNm # 5,11 kNm (hasil Beamax)

123

Ml1-2 = 14

1 . q . l 2

= 14

1 . 10,484 . 22

= 2,995 kNm

MtB = 10

1 . q . l2

= 10

1 . 10,484 . 22

= 4,193 kNm # 20,7 kNm (hasil beamax)

4. Menghitung luas tulangan perlu

Tinggi balok ( h ) = 350 mm

Selimut beton (p) = 40 mm (tabel 3)

Perkiraan diameter utama = Ø 12 mm

Perkiraan diameter sengkang = Ø 8 mm

d = h – p – Ø sengkang – ½ Ø utama

= 350 – 40 – 8 – 6

= 296 mm = 0,296 m

5. Mencari tulangan

>> Mt1 = 5,11 KNm

22 296,020,0

5,11

db

Mu= 291,613 KN/m2

interpolasi < min (0,0017)

124

Dipakai min 0,0017

AST1 = . b . d

= 0,0017 . 200 . 296

= 100,64 mm2

>> Ml1-2 = 2,995 KNm

22 296,020,0

2,995

db

Mu= 170,91 KN/m2

interpolasi < min (0,0017)

Dipakai min 0,0017

Asl1-2 = . b . d

= 0,0017 . 200 . 296

= 100,64 mm2

>> Mt2 = 20,7 KNm

22 296,020,0

20,7

db

Mu= 1181,291 KN/m2

interpolasi = 11001200

11001181

=

0036,00039,0

0036,0

= 0,0243 = 100 x – 0,36

= 0,0038

interpolasi > min (0,0017)

Dipakai interpolasi 0,0038

125

+

Ast2 = . b . d

= 0,0038 . 200 . 296

= 224,96mm2

6. Pilih Tulangan

AS1 = 2 D 13 (265 mm2)

AS 1-2 = 2 D 13 (265 mm2)

AS 2 = 2 D 13 (265 mm2)

2. BALOK AS F ( 2-3)

1. Beban yang bekerja pada plat lantai

Beban mati(WD)

– B.s. plat = 0,12 . 2400 . 1 . 10 = 2880 N/m = 2,88 kN/m

– Finishing =100 . 1 . 10 = 1000 N/m = 1,00 kN/m

– WD TOTAL = 2,88 kN/m

Beban hidup (WL)

– WL untuk balkon = 200 . 1 . 10 = 2,00 kN/m

Beban Ultimate (WU) =1,2 (WD)+1,6(WL)

=1,2 (3,88)+1,6(2)

=7,856 kN/m

126

+

2. Pembebanan BALOK 2-3

Beban mati(WD)

– q ekuivalen plat beban trapesium

=6

1. WU . lx . (3-(

ly

lx)2)

= 6

1. 7,856 . 2,5 . (3-(

4

5,2)2) = 8,451 kN/m

– Berat sendiri Balok

= b . h . 24 kN/m2

= 0,2 . 0,35 . 24 kN/m2 = 1,680 kN/m

– Tembok t=4m

2,5 kN/m2 . 4 = 10,000 kN/m

q 2-3 = 20,221 kN/m

3. Menghitung Momen

Mt2 = 10

1 . q . l2

= 10

1 . 20,221 . 42

= 32,353 kNm

Ml2-3 = 16

1 . q . l 2

= 16

1 . 20,221 . 42

= 20,221 kNm

127

Mt3 = 11

1 . q . l2

= 11

1 . 20,221 . 42

= 29,412 kNm

4. Menghitung luas tulangan perlu

Tinggi balok ( h ) = 350 mm

Selimut beton (p) = 40 mm (tabel 3)

Perkiraan diameter utama = Ø 12 mm

Perkiraan diameter sengkang = Ø 8 mm

d = h – p – Ø sengkang – ½ Ø utama

= 350 – 40 – 8 – 6

= 296 mm = 0,296 m

5. Mencari tulangan

>> Mt2 = 32,353 KNm

22 296,020,0

32,353

db

Mu= 1846,295 KN/m2

interpolasi = 18001900

18001846

=

0061,00064,0

0061,0

= 0,0138 = 100 x – 0,61

= 0,0062

interpolasi > min (0,0017)

Dipakai interpolasi 0,0062

128

AST2 = . b . d

= 0,0062 . 200 . 296

= 367,04 mm2

>> Ml2-3 = 20,221 KNm

22 296,020,0

20,221

db

Mu= 1153,955 KN/m2

interpolasi = 11001200

11001154

=

0036,00039,0

0036,0

= 0,0162 = 100 x – 0,36

= 0,0037

interpolasi > min (0,0017)

Dipakai interpolasi 0,0037

Asl2-3 = . b . d

= 0,0037 . 200 . 296

= 219,04 mm2

>> Mt3 = 29,412 KNm

22 296,020,0

29,412

db

Mu= 1678,46 KN/m2

interpolasi = 16001700

16001678

=

0053,00057,0

0053,0

= 0,0312 = 100 x – 0,53

= 0,0056

129

+

interpolasi > min (0,0017)

Dipakai interpolasi 0,0056

Ast3 = . b . d

= 0,0056 . 200 . 296

= 331,52 mm2

6. Pilih Tulangan

AS2 = 3 D 13 (398 mm2)

AS 2-3 = 2 D 13 (265 mm2)

AS 3 = 3 D 13 (398 mm2)

3. BALOK AS F ( 3-4)

1. Beban yang bekerja pada plat lantai

Beban mati(WD)

– B.s. plat = 0,12 . 2400 . 1 . 10 = 2880 N/m = 2,88 kN/m

– Finishing =100 . 1 . 10 = 1000 N/m = 1,00 kN/m

– WD TOTAL = 2,88 kN/m

Beban hidup (WL)

– WL untuk balkon = 200 . 1 . 10 = 2,00 kN/m

Beban Ultimate (WU) =1,2 (WD)+1,6(WL)

=1,2 (3,88)+1,6(2)

=7,856 kN/m

130

+

2. Pembebanan BALOK 3-4

Beban mati(WD)

– q ekuivalen plat beban trapesium

=6

1. WU . lx . (3-(

ly

lx)2)

= 6

1. 7,856 . 2,5 . (3-(

4

5,2)2) = 8,451 kN/m

– Berat sendiri Balok

= b . h . 24 kN/m2

= 0,2 . 0,35 . 24 kN/m2 = 1,680 kN/m

– Tembok t=4m

2,5 kN/m2 . 4 = 10,000 kN/m

q 3-4 = 20,221 kN/m

3. Menghitung Momen

Mt3 = 11

1 . q . l2

= 11

1 . 20,221 . 42

= 29,412 kNm

Ml3-4 = 16

1 . q . l 2

= 16

1 . 20,221 . 42

= 20,221 kNm

131

Mt4 = 11

1 . q . l2

= 11

1 . 20,221 . 42

= 29,412 kNm # 34,76 kNm (hasil beamax)

4. Menghitung luas tulangan perlu

Tinggi balok ( h ) = 350 mm

Selimut beton (p) = 40 mm (tabel 3)

Perkiraan diameter utama = Ø 12 mm

Perkiraan diameter sengkang = Ø 8 mm

d = h – p – Ø sengkang – ½ Ø utama

= 350 – 40 – 8 – 6

= 296 mm = 0,296 m

5. Mencari tulangan

>> Mt3 = 29,412 KNm

22 296,020,0

29,412

db

Mu= 1678,46 KN/m2

interpolasi = 16001700

16001678

=

0053,00057,0

0053,0

= 0,0312 = 100 x – 0,53

= 0,0056

interpolasi > min (0,0017)

Dipakai interpolasi 0,0056

132

Ast3 = . b . d

= 0,0056 . 200 . 296

= 331,52 mm2

>> Ml3-4 = 20,221 KNm

22 296,020,0

20,221

db

Mu= 1153,955 KN/m2

interpolasi = 11001200

11001154

=

0036,00039,0

0036,0

= 0,0162 = 100 x – 0,36

= 0,0037

interpolasi > min (0,0017)

Dipakai interpolasi 0,0037

Asl3-4 = . b . d

= 0,0037 . 200 . 296

= 219,04 mm2

>> Mt4 = 34,76 KNm

22 296,020,0

34,76

db

Mu= 1983,65 KN/m2

interpolasi = 19002000

19001983

=

0064,00068,0

0064,0

= 0,0162 = 100 x – 0,64

= 0,0067

133

+

interpolasi > min (0,0017)

Dipakai interpolasi 0,0067

Ast4 = . b . d

= 0,0067 . 200 . 296

= 396,64 mm2

6. Pilih Tulangan

AS3 = 3 D 13 (398 mm2)

AS 3-4 = 2 D 13 (265 mm2)

AS 4 = 3 D 13 (398 mm2)

4. BALOK AS F ( 4-4’)

1. Beban yang bekerja pada plat lantai

Beban mati(WD)

– B.s. plat = 0,12 . 2400 . 1 . 10 = 2880 N/m = 2,88 kN/m

– Finishing =100 . 1 . 10 = 1000 N/m = 1,00 kN/m

– WD TOTAL = 2,88 kN/m

Beban hidup (WL)

– WL untuk balkon = 200 . 1 . 10 = 2,00 kN/m

Beban Ultimate (WU) =1,2 (WD)+1,6(WL)

=1,2 (3,88)+1,6(2)

=7,856 kN/m

134

2. Pembebanan BALOK 4-4’

Beban mati(WD)

– q ekuivalen plat beban trapesium

=6

1. WU . lx . (3-(

ly

lx)2)

= 6

1. 7,856 . 2 . (3-(

3

2)2) = 6,692 kN/m

– ekuivalen plat beban segitiga

=3

1.WU plat . lx

= 3

1 . 7,856 . 2 . 1,5 = 7,856 kN/m

– Berat sendiri Balok

= b . h . 24 kN/m2

= 0,2 . 0,35 . 24 kN/m2 = 1,680 kN/m

– Tembok t=4m

=2,5 kN/m2 . 4 = 10,000 kN/m

– pembebanan beban p (diratakan)

>q ekuivalen plat trapesium

= 6

1. WU . lx . (3-(

ly

lx)2)

= 6

1. 7,856 . 2 . (3-(

5,2

2)2) x 4

= 24,720 kN/m

135

+

>bs balok anak

=0,2 . 0,3 . 24

=1,44 kN/m

>bs tembok t=4m

=2,5 . 4 = 10,000 kN/m

>q total = 17,083 kN/m + 1,44 kN/m+10,00 kN/m

= 34,720 kN/m

>beban terpusat

=q . l = 34,720 . 5 m = 173,601 kN

>dibagi di 2 tumpuan, tiap tumpuan menerima:

=173,61 : 2 = 86,805 kN

Diasumsikan diratakan di balok 4-4’

86,805 : 3 = 28,933 kN/m = 28,933 kN/m

q 4-4’ = 55,080 kN/m

3. Menghitung Momen

Mt4 = 11

1 . q . l2

= 11

1 . 55,080 . 32

= 45,065 kNm

136

Ml4-4’ = 16

1 . q . l 2

= 16

1 . 55,080 . 32

= 30,982 kNm # 41,61 kNm (hasil beamax)

Mt4 = 11

1 . q . l2

= 11

1 . 55,080 . 32

= 45,065 kNm # 46,36 kNm (hasil beamax)

4. Menghitung luas tulangan perlu

Tinggi balok ( h ) = 350 mm

Selimut beton (p) = 40 mm (tabel 3)

Perkiraan diameter utama = Ø 12 mm

Perkiraan diameter sengkang = Ø 8 mm

d = h – p – Ø sengkang – ½ Ø utama

= 350 – 40 – 8 – 6

= 296 mm = 0,296 m

5. Mencari tulangan

>> Mt4 = 45,065 KNm

22 296,020,0

45,065

db

Mu= 2571,733 KN/m2

137

interpolasi = 25002600

25002572

=

0087,00091,0

0087,0

= 0,0288 = 100 x – 0,87

= 0,0089

interpolasi > min (0,0017)

Dipakai interpolasi 0,0089

Ast4 = . b . d

= 0,0089 . 200 . 296

= 526,88 mm2

>> Ml4-4’ = 41,61 KNm

22 296,020,0

41,61

db

Mu= 2374,5 KN/m2

interpolasi = 23002400

23002375

=

0079,00083,0

0079,0

= 0,0300 = 100 x – 0,79

= 0,0082

interpolasi > min (0,0017)

Dipakai interpolasi 0,0082

Asl4-4’ = . b . d

= 0,0082 . 200 . 296

= 485,44 mm2

138

+

>> Mt4’ = 46,36 KNm

22 296,020,0

46,36

db

Mu= 2645,63 KN/m2

interpolasi = 16002700

26002646

=

0091,00095,0

0091,0

= 0,0184 = 100 x – 0,91

= 0,0092

interpolasi > min (0,0017)

Dipakai interpolasi 0,0092

Ast4’ = . b . d

= 0,0092 . 200 . 296

= 544,64 mm2

6. Pilih Tulangan

AS4 = 4 D 13 (531 mm2)

AS 4-4’ = 3 D 13 (398 mm2)

AS 4‘ = 5 D 13 (664 mm2)

5. BALOK AS 3 ( 4’-5)

1. Beban yang bekerja pada plat lantai

Beban mati(WD)

– B.s. plat = 0,12 . 2400 . 1 . 10 = 2880 N/m = 2,88 kN/m

– Finishing =100 . 1 . 10 = 1000 N/m = 1,00 kN/m

– WD TOTAL = 3,88 kN/m

139

+

Beban hidup (WL)

– WL untuk balkon = 200 . 1 . 10 = 2,00 kN/m

Beban Ultimate (WU) =1,2 (WD)+1,6(WL)

=1,2 (3,88)+1,6(2)

=7,856 kN/m

2. Pembebanan BALOK 4’-5

Beban mati(WD)

– q ekuivalen plat beban segitiga

=3

1.WU plat . lx

= 3

1 . 7,856 . 2 .

2

1 = 2,618 kN/m

– Berat sendiri Balok

= b . h . 24 kN/m2

= 0,20 . 0,35 . 24 kN/2 = 1,680 kN/m

– Tembok t=4m

2,5 kN/m2 . 4 = 10,000 kN/m

q 4’-5 = 14,298 kN/m

140

3. Menghitung Momen

Mt4’ = 11

1 . q . l2

= 11

1 . 14,298 . 12

= 1,299 kNm # 46,36 kNm (hasil beamax)

Ml4’5 = 16

1 . q . l 2

= 16

1 . 14,298 . 12

= 0,893 kNm

Mt5 = 10

1 . q . l2

= 10

1 . 14,298 . 12

= 1,429 kNm # 5,17 kNm (hasil beamax)

4. Menghitung luas tulangan perlu

Tinggi balok ( h ) = 400 mm

Selimut beton (p) = 40 mm (tabel 3)

Perkiraan diameter utama = Ø 12 mm

Perkiraan diameter sengkang = Ø 8 mm

d = h – p – Ø sengkang – ½ Ø utama

= 400 – 40 – 8 – 6

= 346 mm = 0,346 m

141

5. Mencari tulangan

>> Mt4’ = 46,36 KNm

22 296,020,0

46,36

db

Mu= 2645,63 KN/m2

interpolasi = 16002700

26002646

=

0091,00095,0

0091,0

= 0,0184 = 100 x – 0,91

= 0,0092

interpolasi > min (0,0017)

Dipakai interpolasi 0,0092

AST4’ = . b . d

= 0,0092 . 200 . 296

= 544,64 mm2

>> Ml4’5 = 0,893 KNm

22 296,020,0

0,893

db

Mu= 50,961 KN/m2

interpolasi < min (0,0017)

Dipakai min 0,0017

Asl4’5 = . b . d

= 0,0017 . 200 . 296

= 100,64 mm2

142

+

>> Mt5 = 5,17 KNm

22 296,020,0

5,17

db

Mu= 295,03 KN/m2

interpolasi < min (0,0017)

Dipakai min 0,0017

AstF = . b . d

= 0,0017 . 200 . 296

= 100,64 mm2

6. Pilih Tulangan

AS4 ‘ = 5 D 13 (664 mm2)

AS 4’-5 = 2 D 13 (265 mm2)

AS 5 = 2 D 13 (265 mm2)

6. BALOK AS 3 ( 5-5`)

1. Beban yang bekerja pada plat lantai

Beban mati(WD)

– B.s. plat = 0,12 . 2400 . 1 . 10 = 2880 N/m = 2,88 kN/m

– Finishing =100 . 1 . 10 = 1000 N/m = 1,00 kN/m

– WD TOTAL = 3,88 kN/m

143

+

Beban hidup (WL)

– WL untuk balkon = 200 . 1 . 10 = 2,00 kN/m

Beban Ultimate (WU) =1,2 (WD)+1,6(WL)

=1,2 (3,88)+1,6(2)

=7,856 kN/m

2. Pembebanan BALOK 5-5’

Beban mati(WD)

– q ekuivalen plat beban segitiga

=3

1.WU plat . lx

= 3

1 . 7,856 . 2 = 5,237 kN/m

– Berat sendiri Balok

= b . h . 24 kN/m2

= 0,20 . 0,35 . 24 kN/2 = 1,680 kN/m

– Tembok t=4m

2,5 kN/m2 . 4 = 10,000 kN/m

q 5-5’ = 16,917 kN/m

144

3. Menghitung Momen

Mt5 = 10

1 . q . l2

= 10

1 . 16,917 . 22

= 6,766 kNm

Ml5-5’ = 14

1 . q . l 2

= 14

1 . 16,917 . 22

= 4,833 kNm # 7,47 kNm (hasil beamax)

Mt5’ = 16

1 . q . l2

= 16

1 . 16,917 . 22

= 4,229 kNm # 11,04 kNm (hasil beamax)

4. Menghitung luas tulangan perlu

Tinggi balok ( h ) = 400 mm

Selimut beton (p) = 40 mm (tabel 3)

Perkiraan diameter utama = Ø 12 mm

Perkiraan diameter sengkang = Ø 8 mm

d = h – p – Ø sengkang – ½ Ø utama

= 400 – 40 – 8 – 6

= 346 mm = 0,346 m

145

5. Mencari tulangan

>> Mt5 = 6,766 KNm

22 296,020,0

6,766

db

Mu= 386,116 KN/m2

interpolasi < min (0,0017)

Dipakai min 0,0017

AST5 = . b . d

= 0,0017 . 200 . 296

= 100,64 mm2

>> Ml5-5’ = 7,47 KNm

22 296,020,0

7,47

db

Mu= 426,292 KN/m2

interpolasi < min (0,0017)

Dipakai min 0,0017

Asl5-5’ = . b . d

= 0,0017 . 200 . 296

= 100,64 mm2

>> Mt5’ = 11,04 KNm

22 296,020,0

11,04

db

Mu= 652,84 KN/m2

interpolasi < min (0,0017)

Dipakai min 0,0017

146

Ast5’ = . b . d

= 0,0017 . 200 . 296

= 100,64 mm2

6. Pilih Tulangan

AS 5 = 2 D 13 (265 mm2)

AS 5-5’ = 2 D 13 (265 mm2)

AS 5’ = 2 D 13 (265 mm2)